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Cambria Steel 

A HANDBOOK OF INFORMATION 
RELATING TO 

Structural Steel 

MANUFACTURED BY THE 

CAMBRIA STEEL COMPANY 

CONTAINING USEFUL TABLES, RULES, 

DATA, AND FORMULAE FOR 
THE USE OF 

ENGINEERS, ARCHITECTS, 
BUILDERS AND MECHANICS 


PREPARED AND COMPILED BY 


GEORGE E. THACKRAY, C. E. 

Special Engineer, Cambria Steel Co. 


General Offices: Philadelphia, Pa. 
Works at Johnstown, Pa. 

U. S. A. 


19 19 


> 

5 > 





I 



Copyright, 1919, by Cambria Steel Company 



MAY Z8 1919 

©CLA525688 • 



-Vv'O I 




PREFACE TO TWELFTH EDITION. 


This edition introduces much new matter thought useful, and 
revises, to a considerable extent, the data of the prior edition, 
to conform to current practice and a wider range of structural 
products. 

The table of steel ingots is greatly amplified by the addition of 
more sizes and styles. 

Cuts and properties of many new sections are introduced, 
among which are bulb angles, top-guard bulb angles, 3-inch and 
4-inch channels for cars, 12-inch ship channels, and some 
seventeen T-bars of considerable range in dimensions. 

Three sizes of rolled steel car stakes are also included. 

Drawings and tabulations of standard ship sections including 
ship channels, bulb angles and one Z-bar hatch section, to¬ 
gether with the equal leg and unequal leg angles selected as 
standards for ship building, which were adopted on November 
20, 1918, are now given. 

Rolled safety floor plates and buckle plates are newly listed 
in most convenient sizes. 

In view of well-recognized practice, the standard connection 
angles formerly shown have been superseded by new standards 
and all tables relating thereto are correspondingly modified. 

Additional new tables believed of value have been incor¬ 
porated. These refer to Flat and Corrugated Steel Sheeting; 
Roof Truss Dimensions and Stresses; Moments of Inertia of 
Rectangles; Sizes of Wrought Spikes and Wood Screws; Wire 
Gauges shown in Combined Table; Decimal Equivalents of Non- 
Binary Fractions; Square Roots and Cube Roots of Fractions; 
Weights of Circular Steel Plates; Trigonometrical Formulae; 
Squares and Cubes of Numbers and Fractional Intervals; Com¬ 
binations and Factors of 7 r; Relations in Circular Segments; 
Volumes and Surfaces of Solids; Minutes and Seconds expressed 
in Decimals of a Degree and vice versa; Metric and Customary 
Measure Conversions, etc. 

The tables of weights for various substances and materials 
have been considerably augmented. 

Specifications for Structural and Boiler Steel have undergone 
slight revision to bring these up to date. 




IV CAMBRIA STEEL^ 


CONTENTS. 


PAGE 

General Information. VI-X 

Sections of I-Beams and Channels. 2-16 

“ Angles, Bulb Angles and Top Guard Angles... . 17-23 

“ Hatch Z-Bar and Car Side Stakes. 23 

“ T-Bars, Crane Rail and Door Spreader. 24-26 

Method of Increasing Sectional Areas. 26 

Proportions of Standard Beams and Channels. 27 

Diagram for Minimum Standard Beams and Channels. 28, 29 

Pressed Steel Car Parts and Car Forgings. 30, 31 

Sizes of Ingots. 32 

Sizes of Squares, Rounds and Flats. 33 

Sizes of Billets, Blooms and Slabs. 34, 35 

Square Billets and Sheet and Tin Bars. 36 

Sizes of Plates and Thin Sheared Sheets.. 37-39 

Weights and Dimensions of I-Beams and Channels... 40-45 

“ “ “ Bulb Angles, Top Guard.... 

Angles and Car Side Stakes. 45, 46 

Weights and Dimensions of T-Bars and Angles. 47-51 

References to Beam Tables, Beams as Girders, Connection 

Angles and Live Loads for Floors..*... 52 

Standard Construction Details. 53-67 

Materials and Construction for Fireproof Floors. 68-77 

Notes on Lateral Strength of Beams. 78-83 

Approximate Weights of Various Roof Coverings. 84 

Weights, Dimensions and Data for Steel Sheeting. 85 

Formulae for Dimensions and Stresses of Roof Trusses... 86-89 

Buckle Plates and Safety Floor Plates. 90 

Reinforced Concrete Floor Slabs.\ . 91-93 

Limiting Spans and Maximum Loads of Beams and Channels 94-97 

Coefficients of Deflection of Beams. 98, 99 

Explanation of Tables of Safe Loads. 100-105 

Tables of Safe Loads for I-Beams and Channels. 106-123 

“ Spacing of I-Beams. 124-135 

“ Maximum Bending Moments for I-Beams and Chan¬ 
nels. 136,137 

“ Safe Loads for Angles. 138-159 

General Formulae for Flexure and Bending Moments. 160-165 

Formulae for Moments of Inertia of Standard Sections. . .. 166, 167 

Properties of Various Sections.168-175 

Explanation of Tables of Properties. 176-181 

Tables of Properties of I-Beams, Channels and Hatch Z-Bar 182-191 
“ “ Bulb Angles, Car Side Stakes and 

Door Spreader Bar. 192-195 

“ “ T-Bars and Angles. 196-209 

Moments of Inertia of Rectangles. 210-213 

Properties of Standard T-Rails. 214 

Radii of Gyration for Two Angles Placed Back to Back .... 215-217 

Strength of Steel Columns or Struts. 218-221 

Example of the Use of Tables on pages 215-217 and 218-221. 222 











































CAMBRIA STEEL. V 


PAGE 

Explanations of Tables Relating to Steel Columns. 222, 223 

Dimensions and Properties of Plate and Angle Columns. .. 224-228 

Spacing of Channels for Equal Moments of Inertia. 229 

Dimensions and Properties of Latticed Channel Columns.. 230, 231 
Dimensions and Properties of Plate and Channel Columns. 232-242 
Typical Details of Plate Girders, Column Bases, and Steel 

Columns. 243 

Safe Loads for I-Beam Columns. 244-247 

Safe Loads for Plate and Angle Columns. 248-267 

Safe Loads for Latticed Channel Columns. 268-271 

Lattice Bars and Stay Plates for Latticed Channel Columns 272, 273 

Safe Loads for Channel and Plate Columns. 274-301 

Cast Iron Columns. 302-304 

Explanations of Safe Loads for Beam Box Girders and Plate 

Girders. 305 

Safe Loads for Beam Box Girders. 306-316 

Safe Loads for Plate Girders. 317-326 

Grillage Beams. 327 

Allowable Unit Stresses and Loads in Accordance with 

Building Laws of Various Cities. 328-349 

Tables and Information Pertaining to Rivets and Pins. 350-361 

Weights and Dimensions of Bolts and Nuts. 362-371 

Upset Screw Ends, Eye Bars and Turn Buckles. 372-378 

Right and Left Nuts and Clevises. 379, 380 

Dimensions of Rivet Heads After Driving. 380 

Weights, Dimensions and Safe Loads of Chains. 381 

Bridge Pins, Nuts and Pilot Nuts, and Lateral Pins. 382, 383 

Counter and Lateral Rods. 383-385 

Nails and Spikes. 386 -389 

Dimensions, Weights and Properties of Standard Pipe. 390-392 

Standard Specifications. 393-402 

Notes and Tables on Wooden Beams and Columns. 403-423 

Specific Gravity and Weight of Various Substances. 424-433 

Standard Gauges and Weights of Sheets and Plates of 

Various Metals. 434-443 

Square Roots and Cube Roots of Fractions. 444 

Decimal Equivalents of Non-Binary Fractions. 444, 445 

Decimal Parts of Foot and Inch. 446-450 

Weights and Areas of Square and Round Bars. 451-463 

Weights of Circular Plates. 464-467 

Areas of Flat Rolled Steel Bars. 468-473 

Weights of Flat Rolled Strips and Bars. 474-486 

Areas and Circumferences of Circles. 487-509 

Logarithms of Numbers. .. 510, 511 

Trigonometrical Functions and Formulae. 512-522 

Squares, Cubes, Reciprocals, Square and Cube Roots. 523-547 

Values for Combinations of -jt . 548, 549 

Mensuration. 550-556 

Relations Between Decimals of a Degree and Minutes and 

Seconds. 557 

Weights and Measures.'. 558-561 

Metric Conversion Tables. 562-590 


(For Complete details of Contents, see Index ) 
















































VI CAMBRIA STEEL. 


GENERAL INFORMATION. 


Our products are principally steel, made by the Bessemer or 
Open Hearth process, as required, and of all qualities from the 
softest rivet stock to high carbon special spring material. 

Our Beams and Channels are made to conform to the American 
Standards, adopted January, 1896, in which the flanges have a 
uniform slope of one to six, and the dimensions, proportions and 
weights are determined by a regular schedule, as shown on the 
diagrams on pages 28 and 29. The standard proportions of 
beams and channels are further shown on page 27. 

The principal structural angles now made are limited in num¬ 
ber to conform to the American Standards, as revised May 21, 
1910, and inclpde eight base, or a total of fifty-four sizes for equal 
leg angles, and nine base, or a total of fifty-seven sizes of unequal 
leg angles, all varying in thickness by one-sixteenth inch, as shown 
on pages 17 and 18 and tables herein. It is believed that these 
standard angles include a sufficient range of sizes to meet all usual 
structural requirements, but, at the same time, we will continue 
the manufacture of angles of special sizes and proportions for 
those who require them, as shown on page 19. 

The weights of angles, now given, are those adopted as Amer¬ 
ican Standards in May, 1910. 

The standard ship sections adopted November 20, 1918, com¬ 
prising ship channels, bulb angles and one Z-bar hatch section 
are now shown and tabulated herein for the first time, and these 
standards also include certain equal leg and unequal leg angles, 
which were adopted on the same date, as standards for ship 
building, all of which are shown and indicated herein by a dagger. 
Although the drawings of standard structural sections herein 
show the minimum sizes, the drawings of standard bulb angles 
and ship channels are made to indicate the sizes of the British 
standard sections, which form the basis of these ship section 
standards. 

During the time when rolls are being prepared for the new 
ship channels and bulb angles, our older sections of these shapes 
shown herein will be furnished, but as the new rolls become ready, 
the standard sections will be supplied and the prior shapes will 
be obsolete. 

The method of increasing the sectional area of shapes from the 
minimum or base sizes to intermediate and maximum sizes, is 





CAMBRIA STEEL. VII 


shown approximately on page 26. For beams and channels the 
increase from the minimum adds equally to the web thickness and 
flange width, the weight of the increase being equal to that of a 
plate of the same depth as the section, and of a thickness equal 
to the increase of the dimensions stated. 

The method of increasing the thickness of angles from the mini¬ 
mum has the effect of adding to the length of the legs, as shown 
on page 26, so that for intermediate and maximum sizesthe legs 
will be somewhat longer than the minimum or nominal dimen¬ 
sions, except in the cases for which we have finishing grooves. 
The plates of drawings of sections, pages 2 to 26 inclusive, show 
the minimum or base sizes of the various shapes, except in cases 
of standard ship channels and bulb angles as heretofore noted. 
Sections shown on the plates or lists for which more than one 
weight is stated can be rolled of different thicknesses to produce 
the stated weights. Others for which only one weight is given 
cannot be varied. Each section shown herein is numbered, both 
in the plates and tables, for convenience in reference and ordering. 

I-Beams and Channels should be ordered of weights shown in 
the tables. Orders and inquiries concerning 12 in. 40 lb., 15 in. 
60 lb., and 15 in. 80 lb. I-Beams should also specify these by 
Section Number. 

Orders for angles and plates should specify either the thickness 
or the weight, but not both. 

Orders for universal or edged plates should specify the width 
and thickness in inches and the length in feet and inches, whereas 
orders for sheared plates should give all the dimensions in inches. 

All weights are stated in pounds per lineal foot of section, except 
in the table of rails on page 214, in which the weights are given in 
pounds per yard, as is customary. Weights of rolled sections are 
calculated on the basis of 489.6 pounds per cubic foot of steel, and 
3.4 times the sectional area in square inches equals the weight in 
pounds per lineal foot. In calculating the weights, areas, and prop¬ 
erties of I-Beams, Channels, and Angles for the lists and tables here¬ 
with, the fillets and smaller rounded corners were not considered. 

The dimensions of all steel material herein are theoretical, as 
they are subject to customary rolling variations. 

Structural Angles, I-Beams and Channels, unless otherwise 
ordered, will be cut to length with variation not to exceed f inch 
more or less than that specified. For cutting to exact lengths, 
or with less variation than f inch, an extra price will be charged. 

All sections shown herein are steel. 




VIII CAMBRIA STEEL. 


OFFICES FOR SALE OF 
CAMBRIA STEEL COMPANY PRODUCTS. 

GENERAL OFFICES: WIDENER BUILDING, 
PHILADELPHIA, PA., U. S. A. 

Atlanta .Candler Building, 129 Peachtree Street. 

Boston .Scollay Building, 40 Court Street. 

Chicago .McCormick Building, Corner of Michigan 

Avenue and Van Buren Street. 

Cincinnati .Union Trust Building, Corner of Fourth and 

Walnut Streets. 

Cleveland .Swetland Building, 1010 and 1012 Euclid 

Avenue. 

Detroit .Penobscot Building, 45 Fort Street, West. 

New York .City Investing Building, 165 Broadway. 

Philadelphia .Widener Building, Chestnut and Juniper 

Streets. 

Pittsburgh .Oliver Building, Smithfield .Street. 

St. Louis .Chemical Building, Corner of Eighth and 

Olive Streets. 

Salt Lake City. .. .Newhouse Building, Corner of Main Street 

and Exchange Place. 

San Francisco .Monadnock Building, 681 Market Street. 

Seattle .Colman Building, Corner of First Avenue 

and Marion Street. 

Washington, D. C.. Woodward Building, Corner of Fifteenth 

and H Streets, N. W. 

WORKS AT 
JOHNSTOWN, PA. 

U. S. A. 


















CAMBRIA STEEL. ix 


CAMBRIA STEEL COMPANY PRODUCTS. 


STRUCTURAL STEEL WORK. 

Finished Steel Work for Buildings, including Beams, 
Girders, Columns, Roof Trusses, etc., fitted complete and 
ready for erection. 


STEEL CARS. 

Gondola, Hopper-Gondola, Hopper, Flat, Tank, Mine, etc., 
Underframes and Trucks. 

Freight, Passenger, Electric and Industrial Car Wheels. 
Draft Gears, Forged and Pressed Steel Car Parts. 


STEEL RAILS. 

Steel T-Rails, 12 lbs. to 150 lbs. per yard. 

Angle, Plain and Special Type Splice Bars. 

Standard and Special Track Bolts and Nuts. 

For detailed information, see Rail and Splice Catalogue. 


STEEL AXLES. 

Passenger Car, Freight Car, Tender Truck, Engine Truck, 
Driving, Electric Car, Street Car, Mine Car, etc. 


CRANK PINS, PISTON RODS, BRIDGE PINS. 

Made to any requirement. 


MACHINE BOLTS, NUTS, RIVETS, AND PIPE OR TANK BANDS 

WITH ROLLED THREADS. 


FORGINGS. 

Axles, Crank Pins, Piston Rods and Forgings in general 
furnished of carbon steel, annealed, or treated by our Coffin 
toughening process (patented) as specified. 

Crank Pins and Piston Rods also furnished oil-tempered and 
annealed; other small Forgings will be, if desired. 

For small car forgings and pressed steel parts, see list on pages 
30 and 31 herein. 


ANNULAR ROLLED SECTIONS. 

Car Wheels, Crane Track Wheels, Blanks for Cylindrical 
Wheels, Gears, Sprockets, Band Wheel Flanges, Pipe 
Flanges, Bevel Rollers, and Automobile Fly Wheels, etc. 


A 












X CAMBRIA STEEL. 


MERCHANT BAR STEEL. 

Including Tire, Toe Calk, Machinery, Automobile Spring, 
Carriage Spring, Baby Carriage Spring, Railroad Spring, 
Hoe, Rake, Fork, Forging, Bolt, Rivet, etc. 

Special Sections. 

Automobile and Motor Truck Rim Sections. 


STEEL SPECIALTIES. 

Mine Ties, Fence Posts, Reinforcing Bars, etc. 


AGRICULTURAL STEEL AND SHAPES. 

Finger Bars, Knife Backs, Rake Teeth, Bundle Carrier 
Teeth, Tedder Forks and Springs, Spring Harrow Teeth, 
Harrow (Drag) Teeth, Seat Springs, etc. 


PLOW STEEL. 

Bars and Slabs (Pen and Pernot), Flat Plow Shapes, Digger 
Blades, Hammered Lay, Rolled Lay, etc. 

COLD ROLLED AND COLD DRAWN STEEL. 

Rounds, Squares, Hexagons, Flats, Shafting and Special 
Shapes. 

STEEL DISCS WITH ROLLED BEVEL. 

10 " to 20" diameter dished for Harrows, Drills, Culti- 
vators etc. 

23" to diameter dished for Plows. 

8 " to 26" diameter flat for Rolling Coulters. 

PRESSED STEEL SEATS FOR AGRICULTURAL IMPLEMENTS. 

WIRE RODS, WIRE AND WIRE PRODUCTS. 

Wire Rods. Bolt, Screw and Rivet Wire. 

Bright and Annealed Wire. 

Galvanized Coiled Steel Spring Wire. 

Barbed Wire, Galvanized or Painted. 

Wire Nails, Bright or Galvanized. 

Cement Coated Nails. 

Fence Wire and Wire Fence. Fence and Poultry Netting 
Staples. 

Bale Ties—Single Loop. 

NON-STEEL PRODUCTS. 

Cinder, Slag and Coal Derivatives. 

Limestone Ballast and Screenings. 

FOR PRODUCTS NOT LISTED HEREIN, SEE SPECIAL 

CATALOGUES. 














SECTIONS 

» 

OF 

Structural Steel Shapes 

MANUFACTURED BY 

CAMBRIA STEEL COMPANY 



3.66*- 


2 CAMBRIA STEEL. 


STANDARD BEAMS. 


B. 5 































































4 CAMBRIA STEEL. 


BEAMS. 


SPECIAL 12"BEAM. 























CAMBRIA STEEL. 6 


SPECIAL BEAMS. 






















6 CAMBRIA STEEL. 


STANDARD BEAMS. 

















CAMBKIA STEEL. 7 


BEAMS. 


SPECIAL 20"BEAM 



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8 


CAMBRIA STEEL. 


STANDARD BEAMS. 












CAMBRIA STEEL. 9 


SPECIAL BEAMS. 












t 


\ 


10 


CAMBRIA STEEL. 




STANDARD CHANNELS. 


C, 5 

WT. 4, 5 AND 6 LBS. 



4- 








































































12 


CAMBRIA STEEL. 


CHANNELS. 


SPECIAL 18"0HANHEL 

k-3.30-—-H 

i i 



STANDARD 15"CHANNEL 

k--3.00^'—H 

I I 















CAMBRIA STEEL. 


13 


SPECIAL AND SHIP CHANNELS. 


BRAKE BEAM 
CHANNEL. 


CAR 

CHANNEL. 




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K-+J.48" 



t Standard Ship Channel. 






































14 


CAMBKIA STEEL. 


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K>t.48' 

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SHIP CHANNELS. 


C. 101 

WT. 21.5 AND 24.8 LBS. 


30'Wl-f 


b 35 ” 


.40" 


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C. 103 

WT. 23.8 AND 27.1 LBS. 


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C. 90 

WT. 21.9, 26.0, 27.4 AND 31.5 LBS. 


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.38 


.47 


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C. 105 

WT. 35.0, 40.0, 44.3, 46.3, 
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CAMBRIA STEEL. 15 


STANDARD SHIP CHANNELS. 



















































































03 |U 


20 


CAMBRIA STEEL 


BULB ANGLES. 

TOP GUARD ANGLES. 









































CAMBRIA STEEL 


21 


BULB ANGLES. 






k-1.29-*! 

























22 


CAMBRIA STEEL. 


STANDARD BULB ANGLES. 






































CAMBRIA STEEL. 23 


STANDARD BULB ANGLES. 



Z-BAR HATCH SECTION. 

STANDARD SHIP SECTION. 



CAR SIDE STAKE SECTIONS. 


L. 2 

WT. 7.2, 8.7 AND 11.7 LBS. 































24 


CAMBRIA STEEL. 


T-BARS WITH EQUAL LEGS. 


T. 5 

WT. .89 LBS. 


T. 183 

WT. 1.51 LBS. 



T. 181 

WT. 1.37 LBS. 


5 ^-li.-->ii 

!”12 

-* 32^ * ; y 




L 

. . 32 



T. 187 

WT. 1.60 LBS. 



T. 191 

WT. L94 LBS. 



T. 193 

WT. 2.47 LBS. 



T. 194 

WT. 3.09 LBS. 



T. 37 

WT. 3.56 LBS. 

































CAMBRIA STEEL. 


25 


T-BARS WITH EQUAL LEGS. 


T. 39 


T. 42 


WT. 4.3 LBS. WT. 4.9 LBS. 




T. 47 

WT. 4.0 LBS. 



T. 49 

WT. 5.5 LBS. 



T-BARS WITH UNEQUAL LEGS. 


T. 16 

WT. 1.48 LBS. 



T. 20 

WT. 1.25 LBS. 



T. 18 

WT. 1.56 LBS. 



4f 


































CAMBRIA STEEL. 


DOOR-SPREADER. 


C. 250 

WT. 19.8 LBS. 
. // 


-4.1- 


CRANE RAIL. 

NO. 539 

WT. 50 LBS. iPER FOOT) 


.50' 


1 _i_ L' - 

ST - 

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METHOD OF INCREASING SECTIONAL AREA. 

















































CAMBKIA STEEL. 


27 


STANDARD BEAMS AND CHANNELS. 



The following data are common to all Standard I-Beams and 
Channels, with the exceptions stated: 

c = T % Minimum Web. 

C = Minimum Web + ^ inch. 

s = Minimum Thickness of Web = t Minimum for all Channels 
and Beams, except 20" I and 24" I. 

For 20" Standard I, s = .55", t Minimum = .50". 

For 24" Standard I, s = .60", t Minimum = .50". 

The Slope of Flange of all Standard Beams and Channels is 16f % 
= 9° - 27' - 44" = 2" per foot. 


















28 


CAMBRIA STEEL. 


STANDARD BEAMS. 



w 

a 

<3 

W 

« 

Q 

(4 

◄ 

O 

5 

H 

CO 

a 

6 

a 

H 

£ 

H 

a 

PS 

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Eh 

a 

PS 

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The following Formulas and Diagram relate to the Properties of Channels: 


CAMBRIA STEEL. 


29 


STANDARD CHANNELS 



DIAGRAM FOR MINIMUM STANDARD CHANNELS 





























30 CAMBRIA 

STEEL. 

PRESSED STEEL OR FLANGED CAR PARTS. 

Truck Bolsters. 

Drop Doors. 

Side Sills. 

Longitudinal Ridge Stiffeners. 

Center Sills. 

Cross Ridge Supports. 

End Sills. 

Cross Body Ties. 

Draft Sills. 

Diagonal Braces. 

Draft Lugs. 

Door Spreaders. 

Sub-Side Sills. 

Air Reservoir Supports. 

Side Stakes. 

Push Pole Pockets. 

End Stakes. 

Body Corner Caps. 

Corner Stakes. 

Door Hinge Butts. 

Outside Hopper Plates. 

Bolster Diaphragms. 

Inside Hopper Plates. 

Wheel Diaphragms. 

Side Plates. 

Cross Bearer Diaphragms. 

End Plates. 

Hopper Diaphragms. 

Floor Plates. 

Door Diaphragms. 

Longitudinal Ridge Plates. 

Center Diaphragms. 

Cross-Ridge Plates. 

Center Sill Diaphragms. 

End-Plate Stiffeners. 

Bolster Center Diaphragms. 

Hopper Doors. 


FORGINGS FOR CAR WORK. 

Air Cylinder Push Rod. 

Chain Hook. 

Air Reservoir Release Rod. 

Chain Link. 

Arch Bars. 

Corner Bands 

Bottom Follower Guide. 

Column Bolt Nut Lock. 

Bottom Side Bearing. 

Coupler Yokes. 

Bracket for Brake Shaft. 

Coupling Links. 

Brake Beam Hanger. 

Coupling Pins. 

Brake Beam Hanger Carrier. 

Cylinder Lever Connecting 

Brake Connection Rod Carrier. 

Rod. 

Brake Levers. 

Cylinder Lever Fulcrum. 

Brake Mast. 

Door Chain U-Bolt. 

Brake Mast Yoke. 

Door Hinge. 

Brake Pins. 

Door Hinge Pins. 

Brake Rods with Clevises. 

Door Operating Lever. 

Brake Step Bracket. 

. 






CAMBRIA STEEL. \ 31 


FORGINGS FOR CAR WORK (Continued). 


Door Safety Chain Support. 
Door Shaft Pawl. 

Door Tumbling Link. 

Draft Cylinder Support. 

Draw Bar Carrier. 

Draw Bar Liner. 

Draw Bar Yoke. 

Door Clevises. 

Door Tumbling Lever. 

End Sill Pipe Clamp. 

Eye-Bolts. 

Floating Lever. 

Floating Lever Carrier. 

Floating Lever Connecting 
Rod. 

Floating Lever Fulcrum. 

Grab Irons. 

Hand Brake Lever Carrier. 
Hand Brake Lever Fulcrum. 
Hand Brake Lever Guide. 

Hand Brake Rod. 

Hand Brake Rod Guide. 

Hand Brake Rod Stop. 

Hand Brake Rod with Threaded 
Connection for Malleable 
Stop. 

Hook Bolts. 

Inside Body Step. 

Journal Bearing Wedges. 

King Bolt. 

King Pin Support. 


Lever Guides. 

Live Trdfck Lever Guide. 

Main Follower Sprocket Wheel 
Shaft. 

Operating Shaft. 

Operating Shaft Cam. 
Operating Shaft Cam Stops. 
Operating Ratchet Pawl. 
Operating Ratchet Pawl Guard. 
Pipe Clamp. 

Pipe Clamp and Support. 
Pushrod Carrier. 

Ratchet Wrench Dog. 

Roping Staple. 

Sheave and Link Pin. 

Side Stake Pockets. 

Sill Step Suspension Spring. 
Suspension Spring. 

Suspension Spring Hanger. 

Tie Bars with Upset Ends or 
Plain. 

Top Body Tie Angle. 

Top Side Bearing. 

Truck and Body Center Plates. 
Truck Bolster Tie Bar. 

Truck Door Stop, Chain 
Clamp Hooks. 

Truck Levers. 

Truck Side Bearing. 

U-Bolt Clamp for Angle Valve. 
Uncoupling Lever. 


A large variety of small forgings not listed above can be furnished to order. 





32 


CAMBRIA STEEL. 


STEEL INGOTS. 


Style of 

Mold Dimensions 

Approximate 


Mold 

Bottom 

Top 

Height 

Ingot Weight 

Grade 

(See Foot-note) 

Inches 

Inches 


Pounds 


Ft.-Ins. 


o,x. 

20| x 23§ 

184 X 204 

6-14 

7300 



0,F. 

21 x 21 

19 x 19 

6-3 

7300 


( Open Hearth 

B,F. 

21 x 21 

19 x 19 

6-3 

7100 


or Bessemer 

I,F,S. 

21 x 21 

25 x 25 

6-0 

8800 



o 

20 x 224 

18 x 204 

6-54 

7300 

Open Hearth 

I,F,S. 

164 x 204 

204 x 234 

6-2 

7800 

U 

*I,F,S. 

164 x 204 

204 x 234 

6-2 

7900 

a 

0,F. 

224 x 26 

20| x 24 

6-54 

10400 

u 

0,F. 

254 x 30 

234 x 284 

6-2 

13500 

u 

0,F. 

30 x 30 

28 x 28 

6-2 

15500 

u 

I,F,S. 

27 x 27 

30 x 30 

6-0 

16300 

u 

0,X. 

25 x 36 

23 x 35 

6-0 

14000 

a 

0,X. 

254 x 40 

22Hx m 

6-2 

15500 

u 

0,X. 

26 x 53 

23 x 514 

6-2 

20500 

a 

0,X. 

25i x 56 

23f x 544 

6-3 

25500 

u 

O.F. 

324 x 36 

304 x 35 

6-0 

19500 

a 

I,V. 

26 x 30 

30 x 34 

6-2 

18600 


a 

0,F. 

304 x 304 

284 x 284 

8—0 

20400 

a 

0,F. 

324 x 38 

304 x 36 

8-0 

25000 

u 

0,F,X. 

32 x 524 

294 x 50 

8-0 

35000 

a 

o,x. 

32 x 56 

30 x 54 

6-3 

30000 

a 

i,b,f,s. 

21 x 21 

25 x 25 

&-0 

10200 

a 

i,b,f,s. 

26 x 26 

30 x 30 

6-0 

15700 

a 

C,G. 

224 diam. 

20 diam. 

18-0 

23800 

a 

C,G 

26 

234 “ 

18-0 

29100 

u 

C,G. 

284 “ 

26 “ 

18-0 

33800 

a 

C,G. 

314 “ 

29 “ 

18-0 

41800 

a 

C,G. 

38 “ 

34 « 

18-0 

55000 

u 

G,R. 

18 x 30 

16 x 28 

18-0 

27500 

a 

B,F. 

22 x 38 

20 x 36 

18-0 

36500 

u 

K,G,S. 

1 R3 /short 
s \diam. 

l 9 f short 
(diam. 

8-4 

8300 

u 

a 


B = Bottle-Necked; C = Circular; F= Ingot Sides Flat; G = 
Corrugated; I = Inverted; K = Octagonal; O = Open Top; R = 
Rectangular or Slab Style; V = Ingot Sides Concave; X = Ingot 
Sides Rounded or Convex; S = With Sinkhead; *= Irregular 
Taper. 

Sizes of Hot and Cold Ingots will vary slightly from above 
dimensions. 
























CAMBRIA STEEL. 33 


STEEL SQUARES. 

All sizes from fa" to 2 fa" increasing by fa" 
All sizes from 2 fa” to increasing by fa" 
All sizes from 3H" to by" increasing by y&" 
Planished squares from fa" to 2§" 

STEEL HAND ROUNDS. 

All sizes from 1 y&" to 2J^" increasing by fa" 
All sizes from 2 y§" to 3^" increasing by fa" 
All sizes from 3y" to 7 %" increasing by yi" 
All sizes from 7 y" to 8" increasing by y" 

STEEL GUIDE ROUNDS. 

All sizes from y" to 2fa" increasing by fa" 


LARGE STEEL ROUNDS. 


DIAMETER 

Inches 

MINIMUM LENGTHS 

Sheared with Rough Ends. 
Inches 

MAXIMUM LENGTH 

Feet 

11 

6 to 36 

25 

15 

6 to 36 

10* 

16 

6 to 36 



Other lengths shorter than maximum can only be furnished 
by special arrangement. 

REGULAR FLATS. 


WIDTH 

THICKNESS. 

WIDTH 

THICKNESS 

Inches 

Inches 

Inches 

Inches 

i to 1 

JL tn 

16 ro 16 

21 to 3 

to 2\ 

1 to 1| 

u> to J 

3 to 4 

A to 2f 

H to H 

fa t° i 

4 to 4* 

fa to Hi 

1* to 2* 

A to lj 

\\ to 6 

fa to 2^ 


Variation for intermediate widths less than 1" = fa". 

Variation for intermediate widths over 1" = fa ", or less by 


special arrangement. 


THIN FLATS OR LIGHT BANDS. 


WIDTH 

THICKNESS 

H" to y 2 " increasing by fa" 
]/ 2 " to 12" increasing by fa" 

j 

(-125") to fa" (.156") 
fa" (.063") to fa" (.156") 

























34 CAMBRIA STEEL. 


MAXIMUM LENGTHS OF 


WIDTH IN INCHES. 


1 s 
St 

o ►—« 

41 
^ 2 

5 

5 h 

6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

is .2 























LENGTH IN FEET. 



Minimum Length for sizes included by heavy lines =1^ feet. 
Minimum Length other sizes = 3 feet. 


Under certain conditions other sizes than those listed 



























































CAMBRIA STEEL. 35 


BILLETS, BLOOMS AND SLABS. 


WIDTH IN INCHES. 


24 

25 

26 

27 

28 

29 

30 

31 

32 

33 

34 

35 

36 

37 

45 

46 

47 

48 

49 

50 

51 

<» to 

|S 
3 § 






















S.s 


LENGTH IN FEET. 























2 

24 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

30 

3 

30 

30 

30 

30 

30 

30 

30 

30 

29 

29 

30 

29 

28 

27 

30 

30 

29 

28 

27 

27 

30 

34 

30 

30 

30 

30 

30 

28 

27 

27 

26 

25 

30 

25 

24 

24 

30 

30 

25 

25 

24 

24 

28 

4 

30 

30 

30 

30 

30 

25 

24 

24 

23 

22 

30 

22 

22 

21 

30 

30 

22 

22 

21 

21 

25 

41 

30 

30 

30 

30 

30 

23 

22 

21 

20 

20 

30 

20 

19 

19 

30 

30 

20 

19 

19 

19 

22 

5 

30 

30 

30 

30 

29 

21 

20 

19 

19 

18 

30 

18 

18 

17 

28 

28 

18 

18 

17 

17 

20 

54 

30 

30 

29 

28 

27 

19 

18 

18 

17 

16 

27 

17 

16 

16 

26 

25 

16 

16 

16 

16 

18 

6 

27 

26 

25 

24 

23 

16 

15 

15 

14 

14 

23 

14 

14 

13 

22 

21 

14 

14 

13 

13 

16 

7 

24 

23 

22 

21 

20 

14 

13 

13 

13 

12 

20 

12 

12 

12 

19 

19 

12 

12 

12 

12 

14 

8 

21 

20 

19 

19 

18 

12 

12 

11 

11 

11 

18 

11 

11 

10 

17 

17 

11 

11 

10 

10 

12 

9 

19 

18 

17 

17 

16 

11 

11 

10 

10 

10 

16 

10 

9 

9 

15 

15 

10 

10 

9 

9 

11 

10 

17 

16 

16 

15 

15 

10 

10 

9 

9 

9 

14 

9 

9 

8 

14 

14 

9 

9 

8 

8 

10 

11 

15 

15 

14 

14 

13 

9 

9 

9 

8 

8 

13 

8 

8 

8 

13 

12 

8 

8 

8 

8 

9 

12 

14 

13 

13 

13 

12 

8 

8 

8 

8 

7 

12 

7 

7 

7 

12 

11 

7 

7 

7 

7 

8 

13 

13 

13 

12 

12 

11 

8 

8 

7 

7 

7 

11 

7 

7 

6 

11 

11 

7 

7 

6 

6 

8 

14 

12 

12 

11 

11 

11 

7 

7 

7 

7 

6 

11 

6 

6 

6 

10 

10 

6 

6 

6 

6 

7 

15 

12 

11 

11 

10 

10 

7 

7 

6 

6 

6 

10 

6 

6 

6 

10 

9 

6 

6 

6 

6 

7 

16 

11 

11 

10 

9 

9 

7 

6 

6 

6 

6 

9 

6 

6 

5 

9 

9 

6 

6 

5 

5 

6 

17 

10 

10 

9 

9 

9 

6 

6 

6 

6 

5 

9 

5 

5 

5 

9 

8 

5 

5 

5 

5 

6 

18 

10 

10 

9 

8 

8 

















19 

9 

9 

8 

8 

8 

















20 

9 

9 

8 

8 

8 

















21 

8 

i 

8 

8 

7 

7 

















22 


Minimum Length = 3 feet. 


herein might be furnished by special arrangement. 





















































36 CAMBRIA STEEL. 


SQUARE BILLETS. 

WITH ROUND CORNERS. 


Size. 

Maiimum length. 

Minimum Length. 

Inches. 

Feet. 

Feet 

lfxlf 

30 

24 

2 x 2 

30 

24 

2^x21 

30 

24 

3 x 3 

30 

24 

4 x 4 

16 

H 

4| x 4-j- 

16 

H 

5 x 5 

16 

H 

5£x5£ 

16 

H 

6x6 

16 

1* 


SHEET AND TIN BARS. 


Width. 

Weight per 

Foot Length. 

Maiimum 

Length. 

Minimum 

Length. 

Inches. 

Pounds. 

Feet 

Feet. 

8 

8 

30 

25 

8 

9 

30 

25 

8 

10 

30 

25 

8 

11 

30 

20-| 

8 

12 

30 

20^ 

8 

13 

30 , 

2 o| 

8 

14 

30 

16£ 

8 

15 

30 

16£ 

8 

16 

30 

16£ 

8 

17 

30 

16* 

8 

18 

30 

13' 

8 

19 

30 

13 

8 

20 

30 

13 

8 

21 

30 

13 

8 

22 

30 

13 

8 

23 

30 

13 

8 

24 

30 

9* ‘ 

8 

25 

30 

v Z 

91 






























CAMBRIA STEEL. 37 


EDGED PLATES. 


THICKNESS IN INCHES. 


Width 

in 

Inches. 

A 

i 

4 

5 

16 

3 

8 

7 

TB 

1 

2 

.9. 

16 

5 

8 

3 

4 

7 

8 

1 

11 

1 4 

1 ± 

1 2 

1 a 

1 4 

2 


MAXIMUM LENGTH IN FEET. 

6|-25 

85 

85 

85 

85 

85 

85 

85 

85 

85 

85 

85 

68 

56 

48 

42 

26-27 

60 

85 

85 

85 

85. 

85 

85 

85 

85 

85 

85 

68 

56 

48 

42 

28 

60 

85 

85 

85 

85 

85 

85 

85 

85 

85 

85 

67 

56 

48 

42 

29 

60 

85 

85 

85 

85 

85 

85 

85 

85 

85 

85 

64 

54 

46 

40 

30 

60 

60 

85 

85 

85 

85 

85 

85 

85 

85 

78 

62 

52 

44 

39 

31 


60 

85 

85 

85 

85 

85 

85 

85 

85 

75 

60 

50 

43 

37 

32 


60 

85 

85 

85 

85 

85 

85 

85 

84 

73 

58 

49 

42 

36 

33 


60 

85 

85 

85 

85 

85 

85 

85 

81 

71 

57 

47 

40 

35 

34 


60 

85 

85 

85 

85 

85 

85 

85 

79 

69 

55 

46 

39 

34 

35 


60 

85 

85 

85 

85 

85 

85 

85 

76 

67 

53 

44 

38 

33 

36 


60 

85 

85 

85 

85 

85 

85 

85 

74 

65 

52 

43 

37 

32 


THIN SHEARED PLATES. 


THICKNESS IN GAUGE AND INCHES. 


Width 

No. 16 

No. 15 

No. 14 

No. 13 

No. 12 

No. 11 

No. 10 

No. 9 

No. 8 

in 

Inches. 

.065 

.072 

.083 

.095 

.109 

.120 

.134 

.148 

.165 




MAXIMUM 

LENGTH 

IN FEET. 



8 

12 

12 

14 

16 

20 

20 

20 

20 

20 

9 

10 

12 

14 

16 

20 

20 

20 

20 

20 

10 

10 

12 

14 

15 

20 

20 

20 

20 

20 

11 

10 

12 

14 

15 

19 

20 

20 

20 

20 

12 

10 

12 

14 

15 

19 

19 

20 

20 

20 

13, 14 

10 

11 

13 

14 

18 

19 

20 

20 

20 

15 

10 

11 

13 

14 

17 

19 

20 

20 

20 

16 

10 

11 

12 

13 

17 

18 

20 

20 

20 

17, 18 

19 



12 

13 

16 

18 

20 

20 

20 



13 

15 

18 

20 

20 

20 

20 

21 

22 

23 

24 

25 

26, 27 

28 




12 

15 

17 

20 

20 

20 





14 

16 

20 

20 

20 





' 14 

15 

20 

20 

20 





13 

14 

18 

20 

20 





13 

14 

18 

18 

20 







18 

18 

18 







16 

16 

18 









' 16 












































































38 CAMBRIA STEEL. 


SHEARED PLATES. 


Width 

in 

Inches. 

THICKNESS IN INCHES 

3 

T5 

i 

4 


3 

8 


1 

2 

9 

16 

5 

8 

11 

16 



MAXIMUM 

LENGTH 

IN INCHES 



24 

400 

525 

575 

600 

600 

600 

600 

600 


25- 30 

375 

525 

500 

600 

600 

625 

625 

625 


31- 36 

375 

475 

525 

550 

550 

575 

575 

575 

575 

37- 42 

450 

525 

550 

575 

610 

600 

600 

600 

575 

43- 48 

450 

525 

575 

600 

600 

600 

600 

600 

600 

49- 54 

450 

525 

550 

600 

600 

625 

625 

625 

600 

55- 60 

400 

525 

550 

600 

600 

625 

625 

625 

600 

61- 66 

350 

475 

500 

575 

575 

600 

600 

600 

600 

67- 72 

325 

450 

500 

540 

550 

575 

575 

575 

575 

73- 78 


425 

475 

440 

540 

540 

540 

540 

540 

79- 84 


400 

475 

440 

540 

540 

540 

540 

540 

85- 90 


350 

375 

400 

450 

450 

450 

450 

450 

91- 96 


300 

325 

350 

400 

400 

400 

400 

400 

97-102 


275 

300 

325 

375 

375 

375 

375 

375 

103-108 


250 

275 

300 

- 350 

350 

350 

350 

350 

109-114 


- 175 

200 

225 

275 

275 

275 

300 

300 

115-120 



175 

200 

250 

250 

250 

250 

250 

121-126 




180 

180 

180 

180 

180 

180 

Maiimnm 










Diam. of 

72 

115 

124 

127 

127 

127 

127 

127 

127 

Heads. 











Minimum Diameter of Heads (Circular Plates) = 30 inches. 






































CAMBRIA STEEL. 39 


SHEARED PLATES. 





THICKNESS 

IN INCHES. 















Width 











3 

4 

13 

16 

7 

8 

15 

"16 

1 

I 1 

1 8 

1 1 

1 4 

n 

If 

2 

in 

Inches. 




MAXIMUM LENGTH IN 

INCHES. 














24 











25- 30 

550 

525 

500 

475 

475 

450 

425 

400 

375 

350 

31- 36 

575 

525 

500 

500 

500 

475 

425 

400 

375 

350 

37- 42 

575 

550 

550 

525 

525 

500 

450 

400 

375 

350 

43- 48 

575 

550 

550 

525 

525 

500 

450 

400 

375 

350 

49- 54 

575 

550 

550 

525 

525 

475 

425 

400 

375 

325 

55- 60 

575 

550 

550 

525 

525 

475 

425 

375 

350 

325 

61- 66 

575 

550 

525 

500 

500 

475 

425 

375 

350 

300 

67- 72 

525 

500 

475 

450 

450 

425 

375 

325 

300 

280 

73- 78 

500 

450 

450 

425 

425 

375 

350 

325 

300 

280 

79- 84 

425 

400 

400 

375 

375 

350 

325 

280 

270 

260 

85- 90 

400 

375 

375 

350 

325 

300 

275 

260 

260 

250 

91- 96 

375 

350 

350 

325 

300 

275 

250 

250 

240 

240 

97-102 

350 

325 

325 

300 

275 

250 

250 

180 

175 

160 

103-108 

300 

275 

275 

250 

250 

225 

200 

175 

160 

150 

109-114 

275 

250 

250 

225 

225 

200 

200 

175 

160 

150 

115-120 

180 

200 

200 

175 

175 

160 

160 

150 

144 

144 

121-126 

127 

126 

126 

126 

126 

126 

125 

125 

125 

125 

Maximum 
Diam. of 
Heads. 


Larger sizes up to 4 inch thickness, finished weight not exceed¬ 
ing 12,000 pounds, will be considered. 








































40 CAMBRIA STEEL. 


WEIGHTS AND DIMENSIONS OF 
STANDARD I-BEAMS. 


-- 1 - 

Section 

Number. 

Depth of 
Beam. 

Weight per 
Foot. 

Area of 
Section. 

Thickness of 
Web. 

Width of 
Flange. 

Page 

Number of 
Section. 

Inches. 

Pounds. 

Sq. In. 

Inch. 

Inches. 

B 5 

3 

5.5 

1.63 

.17 

2.33 

2 


a 

6.5 

1.91 

.26 

2.42 

U 

u 

u 

7.5 

2.21 

.36 

2.52 

U 

B 9 

4 

7.5 

2.21 

.19 

2.66 

2 

a 

U 

8.5 

2.50 

.26 

2.73 

u 

a 

« 

9.5 

2.79 

.34 

2.81 

(C 

a 

u 

10.5 

3.09 

.41 

2.88 

U 

B 13 

5 

9.75 

2.87 

.21 

3.00 

2 

U 

a 

12.25 

3.60 

.36 

3.15 

u 

a 

u 

14.75 

4.34 

.50 

3.29 

a 

B 17 

6 

12.25 

3.61 

.23 

3.33 

2 

u 

a 

14.75 

4.34 

.35 

3.45 

a 

U 

u 

17.25 

5.07 

.47 

3.57 

u 

B 21 

7 

15.0 

4.42 

.25 

3.66 

2 

« 

a 

17.5 

5.15 

.35 

3.76 

« 

a 

u 

20.0 

5.88 

.46 

3.87 

a 

B 25 

8 

18.0 

5.33 

.27 

4.00 

3 

U 

U 

20.25 

5.96 

.35 

4.08 

U 

U 

u 

22.75 

6.69 

.44 

4.17 

u 

u 

a 

25.25 

7.43 

.53 

4.26 

u 

B 29 

9 

21.0 

6.31 

.29 

4.33 

3 

U 

a 

25.0 

7.35 

.41 

4.45 

a 

U 

u 

30.0 

8.82 

.57 

4.61 

a 

a 

u 

35.0 

10.29 

.73 

4.77 

a 

B 33 

10 

25.0 

7.37 

.31 

4.66 

3 

U 

u 

30.0 

8.82 

.45 

4.80 

U 

U 

u 

35.0 

10.29 

.60 

4.95 

u 

a 

u 

40.0 

11.76 

.75 

5.10 

u 

B 41 

12 

31.5 

9.26 

.35 

5.00 

3 

a 

u 

35.0 

10.29 

.44 

5.09 

a 

u 

u 

40.0 

11.76 

.56 

5.21 

a 

B 53 

15 

42.0 

12.48 

.41 

5.50 

4 

a 

a 

45.0 

13.24 

.46 

5.55 

« 

u 

a 

50.0 

14.71 

.56 

5.65 

a 

u 

u 

55.0 

16.18 

.66 

5.75 

u 

u 

a 

60.0 

17.65 

.75 

5.84 

u 


Orders and inquiries concerning 12 in. 40 lb., 15 in. GO lb., and 15 in. 80 lb. 
I-Beams should also specify by Section Number. 



































CAMBRIA STEEL. 


41 

WEIGHTS AND DIMENSIONS OF 

STANDARD I-BEAMS. 

Section 

Number. 

Depth of 
Beam. 

Weight per 
Foot. 

Area of 
Section. 

Thickness of, 
Web. 

Width of 
Flange. 

Page 

Number of 
Section. 

Inches. 

Pounds. 

Sq. In. 

Inch. 

Inches. 

B 65 

18 

55.0 

15.93 

.46 

6.00 

6 

u 

U 

60.0 

17.65 

.56 

6.10 

U 

u 

a 

65.0 

19.12 

.64 

6.18 

(C 

a 

a 

70.0 

20.59 

.72 

6.26 

a 

B 73 

20 

65.0 

19.08 

.50 

6.25 

7 

u 

u 

70.0 

20.59 

.58 

6.33 

U 

U 

a 

75.0 

22.06 

.65 

6.40 

a 

B 89 

24 

80.0 

23.32 

.50 

7.00 

8 

« 

CC 

85.0 

25.00 

.57 

7.07 

U 

« 

(C 

90.0 

26.47 

.63 

7.13 

a 

a 

a 

95.0 

27.94 

.69 

7.19 

u 

u 

u 

100.0 

29.41 

.75 

7.25 

u 

WEIGHTS AND 

DIMENSIONS OF SPECIAL I- 

BEAMS. 


Depth of 

Weight per 

Area of 

Thickness of 

Width of 

Page 

Section 

Beam. 

Foot. 

Section. 

Web. 

Flange. 

Number of 


Inches. 

Pounds. 

Sq. In. 

Inch. 

Inches. 

Section. 

B 105 

12 

40.0 

11.84 

.46 

5.25 

4 

« 

« 

45.0 

13.24 

.58 

5.37 

U 

« 

u 

50.0 

14.71 

.70 

5.49 

u 

U 

a 

55.0 

16.18 

.82 

5.61 

u 

B 109 

15 

60.0 

17.67 

.59 

6.00 

5 

U 

U 

65.0 

19.12 

.69 

6.10 

U 

u 

(( 

70.0 

20.59 

.78 

6.19 

a 

a 

a 

75.0 

22.06 

.88 

6.29 

« 

u 

a 

80.0 

23.53 

.98 

6.39 

a 

B 113 

15 

80.0 

23.57 

.80 

6.40 

5 

a 

U 

85.0 

25.00 

.90 

6.50 

a 

u 

u 

90.0 

26.47 

.99 

6.59 

a 

a 

u 

95.0 

27.94 

1.09 

6.69 

a 

a 

u 

100.0 

29.41 

1.19 

6.79 

u 

B 121 

20 

80.0 

23.73 

.60 

7.00 

7 

a 

a 

85.0 

25.00 

.66 

7.06 

a 

a 

a 

90.0 

26.47 

.74 

7.14 

u 

a 

u 

95.0 

27.94 

.81 

7.21 

u 

a 

u 

100.0 

29.41 

.88 

7.28 

a 

B 127 

24 

105.0 

30.98 

.63 

7.88 

9 

a 

u 

110.0 

32.48 

.69 

7.94 

u 

a 

a 

115.0 

33.98 

.75 

8.00 

u 

Orders and inquiries concerning 12 in. 40 lb., 15 in. GO lb., and 15 in. 80 lb. 
I-Beams should also specify by Section Number. 


















































42 CAMBRIA STEEL. 


WEIGHTS AND DIMENSIONS OF 
STANDARD CHANNELS. 


Section 

Number. 

Depth 

of 

Channel. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Thickness 

of 

Web. 

Width 

of 

Flange. 

Page 

Number of 
Section. 

Inches. 

Pounds. 

Sq. In. 

Inch. 

Inches. 

C 5 

3 

4.0 

1.19 

.17 

1.41 

10 

« 

U 

5.0 

1.47 

.26 

1.50 

41 

a 

U 

6.0 

1.76 

.36 

1.60 

«« 

C 9 

4 

5.25 

1.55 

.18 

1.58 

10 

u 

a 

6.25 

1.84 

.25 

1.65 

(4 

u 

a 

7.25 

2.13 

.33 

1.73 

44 

C 13 

5 

6.50 

1.95 

.19 

1.75 

10 

a 

U 

9.00 

2.65 

.33 

1.89 

44 

a 

a 

11.50 

3.38 

.48 

2.04 

44 

C 17 

6 

8.00 

2.38 

.20 

1.92 

10 

U 

« 

10.50 

3.09 

.32 

2.04 

44 

u 

a 

13.00 

3.82 

.44 

2.16 

44 

a 

a 

15.50 

4.56 

.56 

2.28 

44 

C 21 

7 

9.75 

2.85 

.21 

2.09 

10 

a 

a 

12.25 

3.60 

.32 

2.20 

44 

« 

u 

14.75 

4.34 

.42 

2.30 

44 

u 

u 

17.25 

5.07 

.53 

2.41 

44 

u 

u 

19.75 

5.81 

.63 

2.51 

M 

C 25 

8 

11.25 

3.35 

.22 

2.26 

10 

u 

U 

13.75 

4.04 

.31 

2.35 

44 

« 

u 

16.25 

4.78 

.40 

2.44 

44 

a 

a 

18.75 

5.51 

.49 

2,53 

44 

a 

u 

21.25 

6.25 

.58 

2.62 

44 

C 29 

9 

13.25 

3.89 

.23 

2.43 

11 

a 

a 

15.00 

4.41 

.29 

2.49 

44 

u 

u 

20.00 

5.88 

.45 

2.65 

44 

u 

u 

25.00 

7.35 

.61 

2.81 

* 44 

C 33 

10 

15.0 

4.46 

.24 

2.60 

11 

U 

u 

20.0 

5.88 

.38 

2.74 

44 

a 

u 

25.0 

7.35 

.53 

2.89 

44 

u 

a 

30.0 

8.82 

.68 

3.04 

44 

a 

a 

35.0 

10.29 

.82 

3.18 

44 

C 41 

12 

20.5 

6.03 

.28 

2.94 

11 

U 

U 

25.0 

7.35 

.39 

3.05 

44 

u 

a 

30.0 

8.82 

.51 

3.17 

44 

u 

a 

35.0 

10.29 

.64 

3.30 

44 

a 

u 

40.0 

11.76 

.76 

3.42 

44 













































































44 CAMBRIA STEEL 


WEIGHTS AND DIMENSIONS OF STANDARD 
SHIP CHANNELS. 

Dimensions of standard 6-inch, 15.3 lb. ship channel on page 43. 


Section 

Number. 

Depth 

of 

Channel. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Thickness 

of 

Web. 

Width 

of 

Flange. 

Increase in Web 
and Flange 
for each Pound 
increase of 
Weight. 

Page 

Number of 
Section. 

Inches. 

Pounds. 

Sq. Ins. 

Inch. 

Inches. 

Inch. 

C 55 

6 

16.8 

4.92 

.325 

3.45 

.049 

15 

“ (BSC 8) 

U 

17.8 

5.22 

.375 

3.50 

u 

* U 

u 

U 

19.8 

5.82 

.475 

3.60 

u 

u 

C 57 

7 

18.9 

5.55 

.350 

3.45 

.042 

15 

“ (BSC 10) 

U 

20.1 

5.90 

.400 

3.50 

U 

U 

u 

u 

22.5 

6.60 

.500 

3.60 

u 

a 

C 59 

8 

21.2 

6.23 

.375 

3.45 

.037 

15 

“ (BSC 13) 

« 

22.6 

6.63 

.425 

3.50 

a 

« 

a 

U 

25.3 

7.43 

.525 

3.60 

a 

« 

C 60 

9 

23.7 

6.96 

.400 

3.45 

.033 

16 

« (BSC 17) 

U 

25.2 

7.41 

.450 

3.50 

a 

a 

u 

U 

28.3 

8.31 

.550 

3.60 

a 

u 

u 

a 

31.3 

9.21 

.650 

3.70 

u 

u 

C 61 

10 

24.6 

7.23 

.375 

3.40 

.029 

16 

U 

u 

26.3 

7.73 

.425 

3.45 

U 

U 

“ (BSC 20) 

a 

28.0 

8.23 

.475 

3.50 

u 

u 

u 

u 

31.4 

9.23 

.575 

3.60 

a 

u 

a 

u 

34.8 

10.23 

.675 

3.70 

u 

u 

C 63 

12 

30.6 

9.00 

.450 

3.45 

.0245 

16 

“ (BSC 25) 

a 

32.7 

9.60 

.500 

3.50 

a 

u 

u 

(C 

36.8 

10.80 

.600 

3.60 

u 

u 

u 

a 

40.8 

12.00 

.700 

3.70 

a 

u 


General slope of flange, 2° = .035. 


































CAMBRIA STEEL 45 


WEIGHTS AND DIMENSIONS OF 
SHIP AND SPECIAL CHANNELS.— Continued. 


Section 

Number. 

Depth 

of 

Channel. 

Weight 

per 

Foot. 

Area 

of 

Section, 

Thickness 

of 

Web. 

Width 

of 

Flange. 

Increase in Web 
and Flange 
for each Pound 
increase of 
Weight. 

Page 

Number of 
Section. 

Inches. 

Pounds. 

Sq. Ins. 

Inch. 

Inches. 

Inch. 

C 95 

13 

32 

9.30 

.38 

4.00 

.023 

11 

U 

U 

35 

10.29 

.45 

4.08 

« 

u. 

U 

u 

37 

10.88 

.50 

4.12 

a 

u 

U 

u 

40 

11.76 

.56 

4.19 

« 

u 

u 

a 

45 

13.24 

.68 

4.30 

a 

a 

a 

u 

50 

14.71 

.79 

4.42 

u 

u 

u 

a 

55 

16.18 

.90 

4.53 

a 

a 

C 65 

18 

45 

13.25 

.47 

3.77 

.016 

12 

u 

u 

50 

14.71 

.55 

3.85 

a 

a 

U 

u 

55 

16.18 

.63 

3.93 

« 

« 

a 

« 

60 

17.65 

.72 

4.02 

a 

a 


WEIGHTS AND DIMENSIONS OF BULB ANGLES. 


Section 

Number 

Size 

Weight 

Area of 

Thickness 

Thickness 

Length of 

Width 

Page 

per Foot 

Section 

Plain Leg 

Bulb Leg 

Bulb 

of Bulb 

Number 

Inches 

Pounds 

Sq. Ins. 

Inches 

Inches 

Inches 

Inches 

of Section 

A174 

4 x 34 

11.7 

3.42 

3 

8 

3 

8 

5 7 

64 

H 

20 

A176 

5 x 4| 

19.2 

5.64 

16 


1 _ 3 _ 

1 32 


u 

A171 

5x 24 

10.2 

3.00 

9 13 
32"32 

19 

64 

7 

8 

l 1 

x 4 

u 

A177 

6x3 

11.8 

3.47 

.34 

5 

16 

1.21 

1.08 

(( 

U 

U 

13.5 

3.95 

.39 

3 

8 

a 

1.14 

u 

u 

u 

15.0 

4.41 

.43 

1G 

a 

1.20 

u 

A178 

6 x 34 

12.5 

3.66 

.37 

A 

1.16 

1.01 

u 

u 

a 

14.1 

4.13 

.41 

3 

8 

u 

1.08 

a 

U 

u 

15.7 

4.60 

.45 

tV 

« 

1.14 

u 

U 

a 

17.3 

5.07 

.49 

1 

2 

a 

1.20 

u 

u 

a 

18.9 

5.53 

.53 

A 

(C 

1.26 

a 

a 

a 

20.5 

6.02 

.58 

5 

8 

u 

1.33 

u 

A179 

7x 34 

15.7 

4.61 

.43 

3 

8 

1.25 

1.10 

21 

U 

a 

17.5 

5.13 

.46 

id 

« 

1.16 

a 

a 

a 

19.1 

5.60 

.48 

1 

2 

a 

1.23 

u 

A181 

8 x 34 

17.4 

5.09 

.42 

3 

8 

1.35 

1.18 

u 

a 

U 

19.3 

5.64 

.44 

7 

T 5" 

a 

1.24 

a 

u 

u 

21.5 

6.30 

.50 

1 

2 

a 

1.30 

« 

A183 

9 x 34 

20.3 

5.96 

.44 

1 3 

32 

1.48 

1.29 

u 

a 

a 

22.6 

6.62 

.48 

15 

32 

a 

1.35 

u 

u 

u 

24.8 

7.27 

.52 

1 7 

32 

a 

1.41 

u 

A185 

10 x 34 

23.6 

6.91 

.47 

_7 

ltf 

1.61 

1.40 

u 

U 

U 

26.1 

7.64 

.51 

1 

2 

U 

1.46 

u 

U 

a 

• 28.5 

8.35 

.55 

1% 

u 

1.53 

u 






















































46 


CAMBRIA STEEL 


WEIGHTS AND DIMENSIONS OF STANDARD 

BULB ANGLES. 


Section 

Number. 

Size. 

Weight 
per Foot. 

Area of 
Section. 

'hickness 
’lain Leg. 

’hickness 
Bulb Leg. 

Width 
of Bulb. 

Page 
umber of 
Section. 

Ins. 

Lbs. 

Sq. In. 

Ins. 

Ins. 

Ins. 

A 187 

6x3 

12.2 

3.58 


.350 

1.025 

22 

« (BSBA 4) 

U 

12.8 

3.76 

.375 

.375 

1.050 

« 

a 

U 

14.1 

4.14 


.425 

1.100 

U 

a 

u 

15.6 

4.58 


.475 

1.150 

U 

A 188 

7 x 3| 

15.3 

4.50 


.375 

1.125 

22 

« (BSBA. 8) 

« 

16.8 

4.94 

.425 

.425 

1.175 

U 

u 

U 

18.6 

5.46 


.475 

1.225 

a 

u 

a 

20.0 

5.90 


.525 

1.275 

u 

A 189 

8 x 3§ 

18.0 

5.29 


.400 

1.225 

22 

«(BSBA 12) 

U 

19.6 

5.78 

.450 

.450 

1.275 

« 

u 

u 

21.6 

6.34 


.500 

1.325 

U 

u 

a 

23.2 

6.83 


.550 

1.375 

u 

A 190 

9 x 3| 

20.9 

6.14 


.425 

1.325 

22 

“ (BSBA 16) 

a 

22.7 

6.68 

.475 

.475 

1.375 

« 

a 

a 

24.8 

7.29 


.525 

1.425 

a 

u 

u 

26.6 

7.82 


.575 

1.475 

u 

u 

u 

28.6 

8.41 


.625 

1.525 

u 

A 191 

10 x 3§ 

24.9 

7.32 


.475 

1.450 

23 

« (BSBA 18) 

a 

26.9 

7.90 

.525 

.525 

1.500 

a 

« 

a 

29.1 

8.55 


.575 

1.550 

u 

a 

a 

31.1 

9.14 


.625 

1.600 

a 

a 

u 

33.2 

9.77 


.675 

1.650 

u 

a 

a 

35.2 

10.35 


.725 

1.700 

« 


WEIGHTS AND DIMENSIONS OF 
CAR SIDE STAKES. 


Extreme 

Depth. 

Width 

Area of 

Base 

Apex 

Thickness. 

Groove 

Width. 

per Foot. 

Section. 

Thickness. 

Width. 

Ins. 

Ins. 

Lbs. 

Sq. In. 

Ins. 

Ins. 

Ins. 

7 

u 

6.7 

2.10 

3 

16 

3 

8 

2f 

« 

0 13 

6 16 

8.7 

2.54 

1 

4 

7 

16 

U 

a 

0 15 
* 16 

11.7 

3.42 

3 

8 

9 

16 

ii 


Section 

Number. 


L 2 


Page 
Number of 
Section. 


23 

« 

« 































































CAMBRIA STEEL 



47 

WEIGHTS AND DIMENSIONS OF REGULAR T-BARS. 




EQUAL LEGS. 





Width 

Depth 

Thickness 

Thickness 

Weight 

Area 


Section 

of 

of 

of 

of 

per 

of 

Page 

Number. 

Flange. 

Bar. 

Flange. 

Stem. 

Foot. 

Section. 

Number of 


Inches. 

Inches. 

Inch. 

Inch. 

Pounds. 

Sq. Ins. 

Section. 

T 5 

1 

1 

- 1 - tn -5- 

8 <- u 3 2 

1 t n _s_ 

8 <''-'3 2 

.89 

.26 

24 

T 181 

1A 

x 8 

H 

3 « 7 

16 32 

5 U 7 

32 32 

1.37 

.40 

u 

T 183 


l A 

_3 « 1 

16 4 

5 « 7 

32 32 

1.51 

.44 

u 

T 187 

l 1 

x 4 

i 1 

A 4 

3 « 1 

16 4 

5 « 7 

32 32 

1.60 

.47 

a 

T 188 

11 

x 4 

l 1 

a 4 

_3 - « 7 

16 32 

_3 « 9 

16 32 

1.70 

.50 

u 

T 191 

1 i 

1 2 

I 1 

A 2 

3 tt 7 

16 32 

3 « 7 

16 32 

1.94 

.57 

u 

T 193 

I 1 

1 2 

I 1 

1 2 

1 « 9 

4 32 

1 « 9 

4 32 

2,47 

.73 

it 

T 194 

If 

11 

a 4 

1 « 5 

4 16 

1 « 5 

4 16 

3.09 

.91 

it 

T 37 

2 

2 

1 « _5 

4 16 

1 « 5 

4 16 

3.56 

1.05 

u 

T 39 

2 

2 

_J> « 3 

16 S 

5 « 3 

17> 8 

4.3 

1.26 

25 

T 41 

2i 

21 

1 U J5 

4 16 

1 « 5 

4 JS 

4.1 

1.19 

U 

T 42 

2i 

21 

5 « 3 

l£ 8 

5 « 3 

16 8 

4.9 

1.43 

it 

T 47 

2* 

24 

1 « 5 

4 16 

1 « 5 

4 16 

4.6 

1.33 

n 

T 49 

24 

24 

5 « 3 

16 8 

5 « 3 

T6 8 

5.5 

1.60 

u 

WEIGHTS AND DIMENSIONS OF REGULAR T-BARS. 

* 



UNEQUAL LEGS. 





Width 

Depth 

Thickness 

Thickness 

Weight 

Area 

Page 

Section 

of 

of 

of 

of 

per 

of 

Number. 

Flange. 

Bar. 

Flange. 

Stem. 

Foot. 

Section. 

Number of 

Section. 






Pounds. 



Inches. 

Inches. 

Inch. 

Inch. 

Sq. Ins. 

T 16 

I 1 

A 4 

Its 

-3.. j-A i 

16 4 

_5_ tn -2- 
3 2 L(J 3 2 

1.48 

.43 

25 

T 18 

11 

L i 

H 

3 « 7 

16 32 

3 « 1 

T6 4 

1.56 

.46 

tt 

T 20 

I 1 

1 2 

U 

1 « 5 

8 32 

1 « 5 

8 32 

1.25 

.37 

u 


A 


















































48 


CAMBKIA STEEL. 


WEIGHTS AND DIMENSIONS OF STANDARD ANGLES. 

EQUAL LEGS. 

Sizes not specially marked were adopted as standard, May 21, 1910, by the 
Association of American Steel Manufacturers, for bridge, car, ship and general 
building construction. Sizes marked * are of special thickness and aee not 
A. A. S. M. Standard. 


Section 

Num¬ 

ber. 

Dimensions. 

Thick¬ 

ness. 

■Weight 

per 

Foot. 

Inches. 

Inch. 

Pounds. 

A 11 

I 1 
1 2 

X 

11 

1 2 

1 

8 

1.23 

« 

1 A 
A 2 

X 

11 

1 2 

3 

16 

1.80 

« 

l 1 
1 2 

X 

1 A 

A 2 

1 

4 

2.34 

a 

11 
1 2 

X 

14 

5 

16 

2.86 

* u 

H 

X 

14 

3 

8 

3.35 

*A 15 

2 

X 

2 

1 

8 

1.65 

« 

2 

X 

2 

At 

2.44 

u 

2 

X 

2 

it 

3.19 

u 

2 

X 

2 

5 

16 

3.92 

a 

2 

X 

2 

3 

8 

4.7 

* u 

2 

X 

2 

7 

16 

5.3 

* u 

2 

X 

2 

1 

2 

6.0 

*A 17 

24 

X 

24 

i 

8 

2.08 

U 

24 

X 

24 

3 

16 

3.07 

a 

24 

X 

24 

it 

4.1 

u 

24 

X 

24 

At 

5.0 

u 

24 

X 

24 

It 

5.9 

« 

24 

X 

24 

7 

1 6 

6.8 

* a 

24 

X 

24 

1 

2 

7.7 

A 19 

3 

X 

3 

it 

4.9 

a 

3 

X 

3 

At 

6.1 

u 

3 

X 

3 

It 

7.2 

a 

3 

X 

3 

At 

8.3 

u 

3 

X 

3 

it 

9.4 

* u 

3 

X 

3 

9 

1 6 

10.4 

*A 21 

34 

X 

34 

it 

5.8 

U 

34 

X 

34 

At 

7.2 

U 

34 

X 

34 

It 

8.5 

a 

34 

X 

34 

At 

9.8 

a 

34 

X 

34 

it 

11.1 

a 

34 

X 

34 

At 

12.4 

u 

34 

X 

34 

f t 

13.6 

* « 

34 

X 

34 

11 

1 6 

14.8 

* a 

34 

X 

34 

3 

4 

16.0 

* it 

34 

X 

34 

13 

16 

17.1 

>t= it 

34 

X 

34 

7 

8 

18.3 


Area 

of 

Section. 


Sq. Ins. 


.36 

.53 

.69 

.84 

.98 

.48 

.72 

.94 

1.15 

1.36 
1.56 

1.75 
.61 
.90 

1.19 

1.47 
1.73 
2.00 

2.25 
1.44 
1.78 
2.11 
2.43 

2.75 
3.06 

1.69 
2.09 

2.48 
2.87 

3.25 
3.62 
3.98 
4.34 

4.69 
5.03 

5.36 


Section 

Num¬ 

ber. 

Dimensions. 

Thick¬ 

ness. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Inches. 

Inch. 

Pounds. 

Sq. Ins. 

A 23 

4 

x 4 

5 

TW. 

8.2 

2.40 

« 

4 

x 4 

3 f 
8 1 

9.8 

2.86 

a 

4 

x 4 

At 

11.3 

3.31 

u 

4 

x 4 

it 

12.8 

3.75 

a 

4 

x 4 

_9_ + 
16 I 

14.3 

4.18 

u 

4 

x 4 

5 f 
8 1 

15.7 

4.61 

u 

4 

x 4 

At 

17.1 

5.03 

u 

4 

x 4 

ft 

18.5 

5.44 

* u 

4 

x 4 

13 

16 

19.9 

5.84 

* a 

4 

x 4 

7 

8 

21.2 

6.23 

A 27 

6 

x 6 

3 f 
8 

14.9 

4.36 

« 

6 

x 6 

_7_f 

16 

17.2 

5.06 

« 

6 

x 6 

I. t 
2 

19.6 

5.75 

a 

6 

x 6 

— t 
16 ! 

21.9 

6.43 

a 

6 

x 6 

5 f 
8 

24.2 

7.11 

a 

6 

x 6 

JJLf 

16 J 

26.5 

7.78 

« 

6 

x 6 

3 f 

4 ' 

28.7 

8.44 

a 

6 

x 6 

13 

16 

31.0 

9.09 

a 

6 

x 6 

7 

8 

33.1 

9.73 

a 

6 

x 6 

15 

16 

35.3 

10.37 

a 

6 

x 6 

1 

37.4 

11.00 

A 35 

8 

x 8 

1 

2 

26.4 

7.75 

U 

8 

x 8 

9 

16 

29.6 

8.68 

a 

8 

x 8 

5 

8 

32.7 

9.61 

u 

8 

x 8 

11 

16 

35.8 

10.53 

u 

8 

x 8 

3 

4 

38.9 

11.44 

u 

8 

x 8 

1 3 

16 

42.0 

12.34 

a 

8 

x 8 

7 

8 

45.0 

13.23 

u 

8 

x 8 

15 

16 

48.1 

14.12 

a 

8 

x 8 

1 

51.0 

15.00 

u 

8 

x 8 

11 

1 16 

54.0 

15.87 

a 

8 

x 8 

11 

A 8 

56.9 

16.73 


t Standard Ship Section. 










































CAMBRIA STEEL. 


49 


WEIGHTS AND DIMENSIONS OF STANDARD ANGLES. 

UNEQUAL LEGS. 

Sizes not specially marked were adopted as standard, May 21, 1910, by the 
Association of American Steel Manufacturers, for bridge, car, ship and general 
building construction. Sizes marked * are of special thickness and are not 
A. A. S. M. standard. 


Section 

Dimensions. 

Thick- 

Weight 

ness. 

per 

Hum- 



Foot. 

ber. 

Inches. 

Inch. 

Pounds. 

A 91 

24 x 2 

fk 

2.75 

U 

24 x 2 

1 

4 

3.62 

U 

24 x 2 

5 

16 

4.5 

u 

24 x 2 

3 

8 

5.3 

* u 

24 x 2 

IL 

1 6 

6.1 

* u 

24 x 2 

1 

2 

6.8 

A 93 

3 x 24 

1 t 

4.5 

u 

3 x 24 

At 

5.6 

U 

3 x 24 

f t 

6.6 

« 

3 x 24 

A 

7.6 

* u 

3 x 24 

1 

2 

8.5 

* u 

3 x 24 

9 

16 

9.5 

A 95 

34 x 24 

1 

4 

4.9 

U 

34x24 

5 

16 

6.1 

U 

34 x 24 

3 

8 

7.2 

a 

34 x 24 

7 

1 6 

8.3 

u 

34 x 24 

1 

2 

9.4 

* « 

34 x 24 

nr 

10.4 

*A 97 

34x3 

it 

5.4 

« 

34 x 3 

JL + 

16 ! 

6.6 

a 

34 x 3 

It 

7.9 

u 

34 x 3 

At 

9.1 

a 

34 x 3 

4 t 

10.2 

u 

34 x 3 

A 

11.4 

* u 

34 x 3 

5 

8 

12.5 

* a 

34 x 3 

11 

T6 

13.6 

* u 

34 x 3 

3 

4 

14.7 

* u 

34 x 3 

13 

16 

15.8 

* « 

34 x 3 

7 

8 

16.8 


Area 

of 

Section. 


Sq. Ins. 


.81 

1.06 

1.31 

1.55 

1.78 

2.00 

1.31 

1.62 

1.92 
2.22 
2.50 

2.78 

1.44 

1.78 
2.11 
2.43 
2.75 
3.08 

1.56 

1.93 

2.30 
2.65 
3.00 
3.34 
3.67 
4.00 

4.31 
4.62 
4.92 


Section 

Dimensions. 

Thick- 

Weight 

per 

Area 

of 

Num- 




Foot. 

Section. 

ber. 

Inches. 

Inch. 

Pounds. 

Sq_. Ins. 

A 99 

4 

x 3 

At 

7.2 

2.09 

U 

4 

x 3 

It 

8.5 

2.48 

u 

4 

x 3 

At 

9.8 

2.87 

u 

4 

x 3 

4 t 

11.1 

3.25 

a 

4 

x 3 

9 

16 

12.4 

3.62 

a 

4 

x 3 

5 

8 

13.6 

3.98 

* u 

4 

x 3 

11 

16 

14.8 

4.34 

' * « 

4 

x 3 

3 

4 

16.0 

4.69 

* (C 

4 

x 3 

13 

16 

17.1 

5.03 

* a 

4 

x 3 

7 

8 

18.3 

5.36 

A101 

5 

x 3 

_±L f 

8.2 

2.40 

a 

5 

x 3 

3 j 

9.8 

2.86 

u 

5 

x 3 

7 + 
16 

11.3 

3.31 

u 

5 

x 3 

1 f 

2 I 

12.8 

3.75 

u 

5 

x 3 

9 

16 

14.3 

4.18 

a 

5 

x 3 

5 

8 

15.7 

4.61 

u 

5 

x 3 

11 

1 6 

17.1 

5.03 

* u 

5 

x 3 

3 

4 

18.5 

5.44 

jJc U 

5 

x 3 

13 

16 

19.9 

5.84 

* u 

5 

x 3 

7 

¥ 

21.2 

6.23 

A103 

5 

x 34 

5 

16 

8.7 

2.56 

a 

5 

x 34 

3 

8 

10.4 

3.05 

a 

5 

x 34 

7 

16 

12.0 

3.53 

u 

5 

X 34 

1 

2 

13.6 

4.00 

u 

5 

X 34 

9 

1 6 

15.2 

4.47 

a 

5 

x34 

5 

8 

16.8 

4.92 

u . 

5 

x 34 

11 

16 

18.3 

5.37 

a 

5 

x 34 

3 

4 

19.8 

5.81 

* a 

5 

x 34 

13 

16 

21.3 

6.25 

* « 

5 

x 34 

7 

8 

22.7 

6.67 

* a 

5 

x 34 

15 

16 

24.2 

7.09 


Standard Angles vary only by inch. Sections shown on page 18. 
t Standard Ship Section. 








































50 



CAMBRIA STEEL. 




WEIGHTS AND DIMENSIONS OF STANDARD ANGLES. 


UNEQUAL LEGS.— Continued. 



Sizes not specially marked were adopted as standard, May 21, 1910, by the 

Association of American Steel Manufacturers, for bridge, 

car, ship and general 

building construction. Sizes marked 

•* are of special thickness and are not 

A. A. S. M. standard. 










Thick- 

Weight 

Area 



Thick- 

Weight 

Area 

SAfiinn 

Dimensions. 

per 

of 

Spctinn 

Dimensions. 

per 

of 

Num¬ 

ber. 


ness. 

Foot. 

Section. 

Num¬ 

ber. 


ness. 

Foot. 

Section. 

Inches. 

Inch. 

Pounds. 

Sq. Ins. 

Inches. 

Inch. 

Pounds. 

Sq. Ins. 

A105 

6 x 3f 

3 f 

11.7 

3.42 

A107 

6x4 

3 

8 

12.3 

3.61 

« 

6 x3f 

yz-f 

16 

13.5 

3.97 

u 

6 x 4 

7 

16 

14.3 

4.18 

U 

6 x 3f 

1 f 

2 

15.3 

4.50 

u 

6 x 4 

1 

2 

16.2 

4.75 

u 

6 x 3f 

-i-f 
16 ! 

17.1 

5.03 

u 

6x4 

9 

1 6 

18.1 

5.31 

a 

6 x3| 

5 f 
8 

18.9 

5.55 

(C 

6 x 4 

5 

8 

20.0 

5.86 

u 

6 x3f 

fit 

20.6 

6.06 

u 

6x4 

11 

1 6 

21.8 

6.40 

u 

6 x 3f 

ft 

22.4 

6.56 

« 

6x4 

3 

4 

23.6 

6.94 

a 

6 x3j 

13 

16 

24.0 

7.06 

u 

6 x 4 

13 

16 

25.4 

7.47 

a 

6 x 3f 

7 

8 

25.7 

7.55 

u 

6 x 4 

7 

8 

27.2 

7.98 

* u 

6 x 3f 

15 

lW 

27.3 

8.03 

* u 

6 x 4 

15 

16 

28.9 

8.50 

* a 

6 x3f 

1 

28.9 

8.50 

* « 

6x4 

1 

30.6 

9.00 

WEIGHTS AND DIMENSIONS OF SPECIAL 

ANGLES. 




EQUAL 

LEGS. 




Section 

Num¬ 

ber. 

Dimensions. 

Thick¬ 

ness. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Section 

Num¬ 

ber. 

Dimensions. 

Thick¬ 

ness. 

Weight 

per 

Foot. 

Area 

of 

Section. 


Inches. 

Inch. 

Pounds. 

Sq. Ins. 


Inches. 

Inch. 

Pounds. 

Sq. Ins. 

A 36 

1 v 3 

4 X 4 

i 

8 

.59 

.17 

A 41 

2 J x 2f 

nr 

2.75 

.81 

U 

* 2 v 3 

4 X 4 

A 

.84 

.25 


2 f x2f 

1 

4 

3.62 

1.06 

A 37 

1 X 1 




U 

2 f x 2f 

T6 

4.5 

1.31 

i 

8 

.80 

.23 





U 

a 

1 X 1 

1 X 1 

3 

16 

1 

4 

1.16 

1.49 

.34 

.44 

A 43 

U 

2 f x2f 
2 f x 2 f 

l 

4 

5 

16 

4.5 

5.6 

1.31 

1.62 

A 38 

H x H 

1 

8 

1.01 

.30 

u 

2 f x 2 f 

3 

8 

6.6 

1.92 

U 

ljx u 

A 

1.48 

.43 






U 

Uxli 

1 

4 

1.92 

.56 

A 47 

5 x 5 

ft 

12.3 

3.61 

A 40 

If X If 




U 

5x5 

At 

14.3 

4.18 

1 

8 

1.44 

.42 

u 

5x5 

ft 

16.2 

4.75 

U 

If X If 

3 

16 

2.12 

.62 

u 

5 x 5 

At 

18.1 

5.31 

u 

If X If 

1 

4 

2.77 

.81 

a 

5x5 

ft 

20.0 

5.86 

u 

If X If 

A 

3.39 

1.00 

u 

5x5 

At 

21.8 

6.40 

u 

If X If 

3 

8 

3.99 

1.17 

a 

5x5 

ft 

23.6 

6.94 

Standard Angles vary only by A inch. Sections shown on pages 18 and 19. 

t Standard Ship Section. 










































































CAMBRIA STEEL. 51 


WEIGHTS AND DIMENSIONS OF SPECIAL ANGLES. 

UNEQUAL LEGS. 


Section 

Dimensions 

Thick¬ 

ness 

Weight 
per Foot 

Area of 
Section 

Section 

Dimensions 

Thick¬ 

ness 

Weight 
per Foot 

Area of 
Section 

Num¬ 

ber 






Num¬ 

ber 






Inches 

Inch 

Pounds 

Sq. Ins. 

Inches 

Inch 

Pounds 

Sq. Ins. 

A129 

3 

x 2 

3 

16 

3.07 

.90 

A109 

7 

x 34 

7 

16 

15.0 

4.40 

a 

3 

x 2 

1 

4 

4.1 

1.19 

U 

7 

x 34 

1 

2 

17.0 

5.00 

u 

3 

x 2 

5 

16 

5.0 

1.47 

u 

7 

X 34 

9 

16 

19.1 

5.59 

a 

3 

x 2 

3 

8 

5.9 

1.73 

u 

7 

X 34 

5 

8 

21.0 

6.17 

u 

3 

x 2 

7 

16 

6.8 

2.00 

u 

7 

X 34 

11 

16 

23.0 

6.75 

a 

3 

x 2 

1 

2 

7.7 

2.25 

« 

7 

X 34 

3 

4 

24.9 

7.31 







a 

7 

X 34 

1 3 

16 

26.8 

7.87 

A131 

4 

x 3| 

5 

16 

7.7 

2.25 

u 



28.7 

8.42 




7 

X 34 

7 

8 

u 

4 

x 3§ 

3 

8 

9.1 

2.67 




30.5 

8.97 




u 

7 

X 34 

15 

16 

U 

4 

x 34 

7 

16 

10.6 

3.09 

a 



32.3 

9.50 




7 

X 34 

1 

U 

4 

x 34 

1 

2 

11.9 

3.50 







u 

4 

x 34 

9 

16 

13.3 

3.90 

A112 

8 

x 6 

1 

2 

23.0 

6.75 

a 

4 

x 34 

5 

8 

14.7 

4.30 

a 

8 

x 6 

9 

16 

25.7 

7.56 

a 

4 

x 34 

11 

16 

16.0 

4.68 












u 

8 

x 6 

5 

8 

28.5 

8.36 

A135 

5 

X 4 

3 

8 

11.0 

3.23 

a 

8 

x 6 

11 
16 

31.2 

9.15 

a 

5 

x 4 

7 

16 

12.8 

3.75 

a 

8 

x 6 

3 

4 

33.8 

9.94 

a 

5 

x 4 

1 

2 

14.5 

4.25 

u 

8 

x 6 

1 3 
16 

36.5 

10.72 

a 

5 

x 4 

9 

16 

16.2 

4.75 

a 

8 

x 6 

7 

8 

39.1 

11.48 

u 

0 

x 4 

5 

8 

17.8 

5.23 

a 

8 

x 6 

15 

16 

41.7 

12.25 

a 

5 

x 4 

11 

16 

19.5 

5.72 

a 

8 

x 6 

1 

44.2 

13.00 


Sections shown on page 19. 



































52 CAMBRIA STEEL. 


BEAM TABLES. 

Tables of safe loads for beams and channels and spacings of 
I-Beams for floors are given with explanatory notes on pages 
100 to 135. 

BEAMS AS GIRDERS. 

In some cases two or more beams may be bolted together side by 
side to form a girder, in which case cast iron separators with bolts 
should be used to hold the various members together. Separators 
should be placed at each end of the girder, at points of concen¬ 
trated loading, and for uniform loading should be located at dis¬ 
tances apart not greater than twenty times the width of the small¬ 
est beam flange, in order to laterally support the upper flanges 
which are in compression and prevent their failure by buckling. 
The separators should preferably fit closely between the beam 
flanges so as to unite the beams forming the girder and thereby 
cause them to act together in resisting the load. Tables of Stand¬ 
ard and Special Separators are given on pages 66 and 67. 

CONNECTION ANGLES. 

When beams are coped or fitted together at right angles, con¬ 
nection angles are generally used, standards for which, covering 
usual cases, are shown on pages 53, 54 and 55. Explanations and 
tables of limiting spans for which these standards may be used are 
given on pages 56 to 59. Beams may be fitted together thus with 
flush tops or bottoms or in intermediate positions, as required in 
cases where the girder or trimmer beam is the larger. In cases 
where the girder or trimmer beam is the smaller, special stirrups 
or other connections are required. 

LIVE LOADS FOR FLOORS. 

The following loads per square foot, exclusive of weight of floor 
materials, show the range assumed in usual practice: 


Dwellings. 70 lbs. per sq. ft. 

Offices. 70 to 100 lbs. per sq. ft. 


Buildings for public assembly. 120 to 150 lbs. per sq. ft. 

Stores, warehouses, etc.150 to 250 lbs. and upwards per sq. ft. 

On page 328 are given in detail the safe loads for which floors 
should be designed in accordance with the building laws of 
various cities. 










A 




















































































































54 CAMBRIA STEEL. 


LOCATION OF CONNECTION ANGLES FOR 
STANDARD BEAMS OF THE SAME OR DIF¬ 
FERENT SIZES FRAMING OPPOSITE, 
BOTTOMS OR TOPS FLUSH. 



Depth of Beams 

M 

O 

A 

B 

C 

D 

E 

Inches 

Main 

Beam 

Opposite 

Beam 

Inches 

Inches 

Inches 

Inches 

Inches 

Inches 

Inches 

3 

3 

IA 

1 A 

1 At 

1 A 

1 At 



4 

3 

IA 

1A 

1A 

2 A 

13^ 



4 

4 

2 

2 

2 

2 " 

2 



5 

4 

2 A 

2A 

2 A 

2A 

lVs 



5 

5 

2A 

2 l A 

2A 

2A 

2A 



6 

4 

2 H 

2A 

2 H 

3A 

m 



6 

5 

2 A 

2 A‘ 

2A 

3 A 

2A 



6 

6 

3 

3 

3 

3 

3 



7 

4 

2 H 

2 H 

2 H 

4 V s 

1A 



7 

5 

2 A 

2 A 

2A 

4 H 

2 A 



7 

6 

2 A 

2 A 

2A 

4 A 

3 A 



7 

7 

3 A 

3 A 

3 A 

3A 

3 A 



8 

4 

3% 

2 Vs 

2A 

2Vs 

lVs 

lVs 


8 

5 

4 

2 A 

2A 

2A 

2A 

A 


8 

6 

4 

2 A 

2A 

2A 

3A 


3 ^ 

8 

7 

4 

2A 

2 A 

2A 

43^ 


A 

8 

8 

4 

4 

2A 

2 At. 

2A 



9 

5 

4 

2A 

2 A 

3A 

2A 

A 


9 

6 

4 

2 A 

2A 

3 A 

3A 


A 

9 

7 

4 

2 A 

2A 

3A 

43^ 


IA 

9 

8 

4 

4 

2A 

33^ 

2A 



9 

9 

4>i 

43^ 

3 

3 

3 ' 



10 

5 

4 

2A 

2A 

4A 

2A 

A 


10 

6 

•4 

2 A 

2A 

4A 

3A 


A 

10 

7 

4 

2A 

2A 

43^ 

4A 


IA 

10 

8 

4 

4 

2A 

43^ 

2 A 



10 

9 

4 

4 

2A 

43^ 

3 A 



10 

10 

6 

5 

3A 

33^ 

33^ 























































































CAMBRIA STEEL. 55 


LOCATION OF CONNECTION ANGLES FOR 
STANDARD BEAMS OF THE SAME OR DIF¬ 
FERENT SIZES FRAMING OPPOSITE, 
BOTTOMS OR TOPS FLUSH. 



Depth of Beams 

M 

O 

A 

B 

C 

D 

E 

Inches 

Main 

Beam 

Opposite 

Beam 

Inches 

Inches 

Inches 

Inches 

Inches 

Inches 

Inches 

12 

8* 

5% 

4% 

2% 

3% 

2% 

% 


12 

9* 

5% 

4% 

2H 

3% 

3% 


% 

12 

10 

5% 

4% 

2% 

3% 

4% 


1% 

12 

12 

6 

6 

3 

3 

3 



15 

8* 

7% 

4% 

2H 

3% 

2% 

% 


15 

9* 

7 M 

4% 

2% 

3% 

3% 

2 H 

% 

15 

10 

7 % 

4% 

2% 

3% 

4% 

1% 

1% 

15 

12* 

7% 

6 

3 

3 

3 

0 

0 

15 

15 

7 % 

7% 

3 

3 

3 



18 

8* 

7 % 

4% 

2H 

6% 

2% 

% 


18 

9* 

7% 

4% 

2% 

6% 

3% 

2% 

% 

1 18 

10 

7M 

4% 

2% 

6% 

3% 

1 % 

1 % 

18 

12* 

7% 

6 

3 

6 

3 

0 

0 

18 

15 

7% 

7% 

3 

6 

3 



18 

18 

9 

9 

4% 

4% 

4% 



20 

8* 

7% 

4% 

2% 

8% 

2% 

% 


20 

9* 

7% 

4% 

3 

8 

3 

0 

0 

20 

10* 

8 

5 

3% 

7% 

3% 

2% 

% 

20 

12* 

7% 

6 

3 

8 

3 

0 

0 

20 

15 

7Y 2 

7% 

3 

8 

3 



20 

18 

9 

9 * 

4% 

6% 

4% 



20 

20 

10 

10 

5% 

5% 

5% 



24 

8* 

10 % 

4% 

2% 

6% 

2% 

% 


24 

9* 

10.% 

4% 

3 

6 

3 

0 

0 

24 

10* 

11 

5 

3% 

5% 

3% 

2% 

% 

24 

12* 

10 % 

6 

3 

6 

3 

0 

0 

24 

15* 

10 % 

7% 

3 

6 

3 

0 

0 

24 

18 

12 

9 

4% 

4% 

4% 

1% 

1% 

24 

20 

13% 

10 % 

6 

3 

5 

1 

2 

24 

24 

12 

12 

4% 

4% 

4% 




^Opposite beam must be set back one inch to clear rivet heads. 




























































































56 CAMBRIA STEEL. 


STANDARD CONNECTION ANGLES FOR 
I-BEAMS AND CHANNELS. 

Standard connection angles for all sizes of beams and channels 
are shown on page 53. These are of sufficient strength for all usual 
connections of the various sizes shown, figured on the basis of 
inch rivets or bolts and the following allowable unit stresses 
in pounds per square inch. 


Stress. 

Shop Rivets. 

Field Rivets or 
Tarned Bolts. 

Field Rough 
Bolts. 

Single Shear. 

12000 

10000 

8000 

Bearing—One Side.. . 

24000 

20000 

16000 

“ —Enclosed. . . 

30000 

20000 

16000 


In cases where beams frame opposite, the web between out¬ 
standing legs of standard connection angles should not be less 
than Y inch thick. 

When beams of very short spans are loaded to their full capac¬ 
ity, the end shear or reaction which has to be transmitted through 
the connections becomes so great that stronger connections than 
the standard should be used. 

The following tables give the limits of length below which the 
standard connections do not apply and for which special designs 
should be made. For all lengths greater than those given in the 
tables the standard connections are sufficiently strong. 

MINIMUM SPANS OF CHANNELS FOR LIMITING 
VALUES OF STANDARD CONNECTION ANGLES. 


Channel. 

Web 

Connec¬ 

tion. 

Outstanding Legs Connection. 

Field Rivets. 

Field Bolts. 

• Section 
Number. 

Depth. 

Weight 
per Foot. 

Enclosed 
Bearing 
Shop Rivets. 

Single Shear 
Rivets or 
Turned Bolts. 

Minimum 

Span. 

Single Shear 
Rough Bolts. 

Minimum 

Span. 


Inches. 

Pounds. 

Pounds. 

Pounds. 

Feet. 

Pounds. 

Feet. 

C 5 

3 

4.0 

7650 

8840 

.8 

7070 

.9 

U 

U 

5.0 

11700 

U 

.8 


1.0 

« 

u 

6.0 

16200 

a 

.9 

a 

1.1 

C 9 

4 

5.25 

8100 

8840 

1.3 

7070 

1.5 

a 

« 

6.25 

11250 

U 

1.3 

U 

1.6 

a 

u 

7.25 

14850 

a 

1.4 

a 

1.8 

C 13 

5 

6.5 

8550 

8840 

1.9 

7070 

2.3 

U 

a 

9.0 

14850 

U 

2.2 

U 

2.7 

a 

u 

11.5 

21600 

a 

2.6 

u 

3.2 













































CAMBRIA STEEL. 


57 


MINIMUM SPANS OF CHANNELS FOR LIMITING 
VALUES OF STANDARD CONNECTION ANGLES. 


Channel. 

Web 

Connec¬ 

tion. 

Outstanding Legs Connection. 

Field Rivets. 

Field Bolts. 

Section 

Number. 

Depth. 

Weight 
per Foot. 

Enclosed 
Bearing 
Shop Rivets. 

Single Shear 
Rivets or 
Turned Bolts. 

Minimum 

Span. 

Single Shear 
Rough Bolts. 

Minimum 

Span. 


Inches. 

Pounds. 

Pounds. 

Pounds. 

Feet. 

Pounds. 

Feet. 

C 17 

6 

8.0 

9000 

8840 

2.7 

7070 

3.3 

« 

U 

10.5 

14400 

U 

3.1 

a 

3.8 

u 

U 

13.0 

19800 

li 

3.5 

ii 

4.4 

it 

u 

15.5 

25200 

a 

4.0 

u 

5.0 

C 21 

7 

9.75 

9450 

8840 

3.7 

7070 

4.6 

« 

« 

12.25 

14400 


4.2 

« 

5.3 

a 

a 

14,75 

18900 

ii 

4.7 

a 

5.9 

u 

u 

17.25 

23850 

U 

5.2 

u 

6.5 

u 

u 

19.75 

28350 

a 

5.8 

u 

7.2 

C 25 

8 

11.25 

19800 

17670 

2.5 

14140 

3.1 

u 

u 

13.75 

27900 

U 

2.8 

a 

3.4 

ll 

« 

16.25 

36000 

u 

3.1 

ii 

3.8 

ll 

u 

18.75 

44100 

u 

3.4 

a 

4.2 

u 

a 

21.25 

52200 

(C 

3.6 

a 

4.5 

C 29 

9 

13.25 

20700 

17670 

3.2 

14140 

4.0 

U 

a 

15.00 

26100 

U 

3.5 

U 

4.3 

u 

a 

20.00 

40500 

u 

4.1 

u 

5.1 

a 

a 

25.00 

54900 

u 

4.8 

a 

6.0 

C 33 

10 

15.0 

21600 

17670 

4.1 

14140 

5.1 

U 

a 

20.0 

34200 

U 

4.8 

U 

6.0 

a 

ii 

25.0 

47700 

u 

5.5 

ii 

6.9 

a 

ii 

30.0 

'61200 

a 

6.3 

ii 

7.8 

u 

a 

35.0 

73800 

u 

7.0 

ii 

8.8 

C 41 

12 

20.5 

18900 

26510 

6.1 

21210 

6.1 

a 

U 

25.0 

26320 

U 

4.9 

a 

6.1 

a 

a 

30.0 

34420 

u 

5.5 

u 

6.8 

u 

u 

35.0 

43200 

a 

6.0 

a 

7.6 

u 

ll 

40.0 

51300 

a 

6.6 

a 

8.3 

C 53 

15 

33.0 

36000 

35340 

6.3 

28280 

7.9 

U 

ii 

35.0 

38700 

a 

6.5 

U 

8.1 

it 

ii 

40.0 

46800 

ii 

7.0 

u 

8.8 

u 

a 

45.0 

55800 

a 

7.6 

u 

9.5 

u 

ii 

50.0 

64800 

ii 

8.1 

ll 

10.2 

a 

a 

55.0 

73800 

a 

8.7 

a 

10.9 















































58 


CAMBRIA STEEL. 


MINIMUM SPANS OF I-BEAMS FOR LIMITING 
VALUES OF STANDARD CONNECTION ANGLES. 


I-Beam. 

Web 

Connec¬ 

tion. 

Outstanding Legs Connection. 

Field Rivets. 

Field Bolts. 

Section 

Number. 

Depth. 

Weight 
per Foot. 

Enclosed 
Bearing 
Shop Rivets. 

Single Shear 
Rivets or 
Turned Bolts. 

Minimum 

Span. 

Single Shear 
Rough Bolts. 

Minimum 

Span. 


Inches. 

Pounds. 

Pounds. 

Pounds. 

Feet. 

Pounds. 

Feet. 

B 5 

3 

5.5 

7650 

8840 

1.2 

7070 

1.3 

a 

a 

6.5 

11700 

U 

1.1 

a 

1.4 

u 

a 

7.5 

16200 

U 

1.2 

a 

1.5 

B 9 

4 

7.5 

8550 

8840 

1.8 

7070 

2.3 

• U 

U 

8.5 

11700 

« 

2.0 

U 

2.4 

a 

u 

9.5 

15300 

U 

2.1 

u 

2.6 

u 

u 

10.5 

18450 

u 

2.2 

a 

2.7 

B 13 

5 

9.75 

9450 

8840 

3.0 

7070 

3.7 

U 

U 

12.25 

16200 

U 

3.3 

U 

4.2 

U 

u 

14.75 

22500 

u 

3.7 

u 

4.6 

B 17 

6 

12.25 

10350 

8840 

4.4 

7070 

5.5 

U 

U 

14.75 

15750 

U 

4.9 

u 

6.1 

U 

u 

17.25 

21150 

a 

5.3 

u 

6.6 

B 21 

7 

15.00 

11250 

8840 

6.3 

7070 

7.9 

U 

a 

17.50 

15750 

U 

6.8 

u 

8.5 

u 

(C 

20.00 

20700 

a 

7.3 

a 

9.1 

B 25 

8 

18.00 

24300 

17670 

4.3 

14140 

5.4 

U 

« 

20.25 

31500 

U 

4.6 

U 

5.7 

a 

u 

22,75 

39600 

u 

4.9 

u 

6.1 

u 

u 

25.25 

47700 

u 

5.2 

u 

6.5 

B 29 

9 

21.0 

26100 

17670 

5.7 

14140 

7.2 

U 

« 

25.0 

36900 

« 

6.2 

a 

7.8 

a 

U 

30.0 

51300 

a 

6.9 

u 

8.6 

a 

u 

35.0 

65700 

u 

7.5 

(C 

9.4 

B 33 

10 

25.0 

27900 

1 7670 

7.4 

14140 

9.3 

U 

a 

30.0 

40500 

U 

8.1 

U 

10.2 

U 

a 

35.0 

54000 

U 

8.9 

u 

11.1 

U 

a 

40.0 

67500 

U 

9.6 

u 

12.0 

B 41 

12 

31.5 

23625 

26510 

8.2 

21210 

9.1 

« 

U 

35.0 

29700 

U 

7.7 

U 

9.6 

U 

a 

40.0 

37800 

u 

8.3 

a 

10.4 

B 105 

12 

40.0 

31050 

26510 

9.1 

21210 

11.3 

« 

a 

45.0 

39150 

U 

9.6 

U 

12.0 

a 

u 

50.0 

47250 

u 

10.2 

a 

12.8 

a 

u 

55.0 

48600 

u 

10.8 

u 

13.5 


I 









































CAMBRIA STEEL. 


59 


MINIMUM SPANS OF I-BEAMS FOR LIMITING 
VALUES OF STANDARD CONNECTION ANGLES. 


I-Beam. 

Web 

Connec¬ 

tion. 

Outstanding Legs Connection. 

Field Rivets. 

Field Bolts. 

Section 

Number. 

Depth. 

Weight 
per Foot. 

Enclosed 
Bearing 
Shop Rivets. 

Single Shear 
Rivets or 
Turned Bolts. 

Minimum 

Span. 

Single Shear 
Rough Bolts. 

Minimum 

Span. 


Inches. 

Pounds. 

Pounds. 

Pounds. 

Feet. 

Pounds. 

Feet. 

B 153 

15 

42.0 

36900 

35340 

8.9 

28280 

11.2 

CC 

Cl 

45.0 

41400 

CC 

9.2 

CC 

11.5 

u 

cc 

50.0 

50400 

CC 

9.8 

CC 

12.2 

(l 

cc 

55.0 

59400 

cc 

10.3 

cc 

12.9 

a 

u 

60.0 

67500 

cc 

10.9 

cc 

13.6 

B 109 

15 

60.0 

53100 

35340 

12.3 

28280 

15.4 

CC 

CC 

65.0 

62100 

CC 

12.8 

CC 

16.0 

u 

CC 

70.0 

70200 

CC 

13.4 

cc 

16.7 

cc 

« 

75.0 

79200 

cc 

14.0 

cc 

17.4 

u 

cc 

80.0 

88200 

cc 

14.5 

cc 

18.1 

B 113 

*15 

80.0 

72000 

35340 

15.9 

28280 

19.9 

CC 

CC 

85.0 

81000 

CC 

16.5 

CC 

20.6 

« 

u 

90.0 

89100 

il 

17.0 

u 

21.3 

a 

cc 

95.0 

98100 

ll 

17.6 

u 

22.0 

u 

« 

100.0 

107100 

cc 

18.1 

cc 

22.6 

B 65 

18 

55.0 

41400 

35340 

13.4 

28280 

16.7 

cc 

CC 

60.0 

50400 

CC 

14.2 

a 

17.7 

cc 

cc 

65.0' 

57600 

cc 

14.8 

a 

18.5 

u 

cc 

70.0 

64800 

cc 

15.5 

CC 

19.4 

B 73 

20 

65.0 

45000 

35340 

17.7 

28280 

22.1 

CC 

CC 

70.0 

52200 

CC 

18.5 

CC 

23.0 

u 

cc 

75.0 

58500 

cc 

19.2 

( l 

24.0 

B 121 

20 

80.0 

54000 

35340 

22.2 

28280 

27.7 

CC 

a 

85.0 

59400 

CC 

22.8 

CC 

28.5 

a 

CC 

90.0 

66600 

CC 

23.6 

cc 

29.4 

a 

cc 

95.0 

72900 

cc 

24.3 

cc 

30.3 

a 

u 

100.0 

79200 

cc 

25.0 

cc 

31.3 

B 89 

24 

80.0 

67500 

53020 

17.6 

42410 

21.9 

Cl 

CC 

85.0 

76950 

CC 

18.2 

CC 

22.8 

a 

u 

90.0 

85050 

cc 

18.8 

cc 

23.5 

a 

cc 

95.0 

93150 

w 

19.4 

« 

24.2 

Cl 

u 

100.0 

101250 

cc 

20.0 

« 

25.0 

B 127 

24 

105.0 

85050 

53020 

23.6 

42410 

29.5 


CC 

110.0 

93150 

CC 

24.2 

CC 

30.3 

u 

cc 

115.0 

101250 

cc 

24.8 

cc 

31.0 


avoid interference with beam web fillets. 


angles must be chamfered to 






































60 


CAMBRIA STEEL 


STANDARD SPACING OF RIVET AND BOLT HOLES 
THROUGH FLANGES AND CONNECTION ANGLES 
OF I-BEAMS, AND TANGENT DISTANCES BE¬ 
TWEEN FILLETS MEASURED ALONG THE WEB. 




s 

Wt. 





s 

wt. 





.C 03 
£3 <V 

per 

n 

s 

Q 

T 

^ rf 

0 

per 

n 

g 

q 

T 

apq 

Ft. 




<L> 

Ft. 





Q'o 






Q'o 






Ins. 

Lbs. 

Ins. 

Ins. 

In. 

Ins. 

Ins. 

Lbs. 

Ins. 

Ins. 

In. 

Ins. 

3 

5.5 

1 1^6 

2f* 


1H 

15 

42.0 

3 

2tt 


12 A 

U 

6.5 

u 

2 A 

u 

u 

ii 

45.0 


23^ 



u 

7.5 

u 

2H 

u 

u 

a 

50.0 

a 

2H 

a 

a 






u 

55.0 

a 

2M 

u 

a 

4 

7.5 

l'A 

O 21 
^ 32 

_5_ 

16 

2 li 
* 1 6 

u 

60.0 

u 

2 H 

a 

u 

U 

8.5 

a 

2 H 

u 

U 







U 

9.5 

u 

9 19 

u 

a 

15 

60.0 


2tt 

% 

11 M 

U 

10.5 

a 

2H 

a 

a 

u 

65.0 

u 

2H 

u 

u 






u 

70.0 

a 

2 H 

u 

u 

5 

9.75 

m 

2 y% 

5 

16 

9X 

0 16 

u 

75.0 

u 

2rV 

u 

u 

U 

12.25 

u 

2A 

a 

u 

u 

80.0 


234 

a 


U 

14.75 

u 

23 A 

« 

a 

15 

80.0 

3% 

2 H 

1 & 

10 M 

6 

12.25 

2 

2 H 

3 4 

4 -i- 

u 

85.0 

U 

2 A 

u 

a 

U 

14.75 

U 

2^ 

u 

a 

a 

90.0 

a 

23 ^ 

u 

u 

u 

17.25 

U 

23^ 

u 

u 

u 

95.0 

u 

2 sV 

u 

u 






u 

100.0 

u 

2 3 5 r 

1 1*? 

u 

7 

15.00 

2 h 

2 Vs 

Vs 

O 16 





u 

17.50 

u 

2y$ 

u 

u 







a 

20.00 

a 

2V 2 

a 

a 

18 

55.0 

3 K 

2H 

H 

15 * 



2 X 



6A 

u 

60.0 

u 

2 34 

a 

a 

8 

18.00 

2% 

7 

16 

u 

65.0 

u 

2 A 

a 

a 

U 

20.25 

a 

2& 

a 

a 

u 

70.0 

u 

2^ 

u 


u 

22.75 

a 

2H 

u 

u 





u 

25.25 

a 

2A 

u 

a 

20 

65.0 


2^ 

U 

163^ 

9 

u 

21.0 

25.0 

2V 2 

U 

2H 

2H 

M 

u 

7 4r 

u 

u 

u 

70.0 

75.0 

u 

u 

2M 

2H 

u 

a 

a 

« 

u 

u 

30.0 

35.0 

u 

a 

9 15 

2K 

u 

u 

a 

a 

20 

u 

80.0 

85.0 

4 

a 

2 A 
2M 

tt 

a 

16A 

a 

10 

a 

25.0 

30.0 

2% 

a 

2H 

2H 

2A 

A 

u 

7H 

a 

u 

u 

90.0 

95.0 

u 

u 

2% 

2H 

a 

u 

u 

u 

u 

35.0 

u 

u 

u 

u 

100.0 

u 

2A 

u 

u 

u 

40.0 

u 

2H. 

u 

u 

24 

80.0 

4 

2^ 

% 

20 h 

12 

31.5 

m 

* 16 

A 

9 11 

« 

85.0 

a 

2M 

u 

a 

U 

35.0 

u 

O 17. 

u 

a 

U 

90.0 

u 

2 A 

u 

u 

U 

40.0 

u 

2 

u 

u 

u 

95.0 

u 

2M 

u 

u 







a 

100.0 

u 

2^8 

u 

u 

12 

40.0 

3 

9 17 

A 

9 -4 
16 







45.0 

u 

9 15 
" 32 

u 

A 

24 

105.0 

4 

2 A 

1 y s 

2oy 8 


50.0 

u 

9 13 
^ 32 

u 

« 

u 

110.0 

u 

2M 

u 

u 

U 

55.0 

u 

2H 

u 


u 

115.0 

u 

2^ 

u 

u 



























































CAMBRIA STEEL. 61 


STANDARD SPACING OF RIVET AND BOLT HOLES 
IN FLANGES AND CONNECTION ANGLES OF 
CHANNELS, AND TANGENT DISTANCES BE¬ 
TWEEN FILLETS MEASURED ALONG THE WEB. 



u-> 






•s-s 






x: e 

wt. 





Wt. 





-*-> c 

CX aJ 

per 

m 

s 

q 

T 

+-> C 

a aj 

per 

m 

e 

q 

T 

<UjZ 

Ft. 





<u.C 

Ft. 





QU 





Q(J 

















Ins 

Lbs. 

Ins. 

Ins. 

In. 

Ins. 

Ins. 

Lbs. 

Ins. 

Ins. 

In. 

Ins. 

3 

4.0 

15 

O 2_1 

X 

1 i3 

A 16 

10 

15.0 

IX 

2% 

7 

T6 

8 A 

U 

5.0 

U 

2 X 

2 A 

u 

u 


20.0 

u 

2 


U 

a 

6.0 

a 

9^ 

u 


25.0 

2 

2X 

u 

a 








30.0 

U 

9 13 
"32 

u 

u 

4 

5.25 

i 

9 11 

5 

1 6 

9 11 

Z 16 

a 

35.0 

U 

2 H 

u 

u 

U 

6.25 

u 

2% 

u 

u 








7.25 

u 

a 19 

" 32 

u 


12 

20.5 

IX 

2X 

X 

Q 15 

9 16 

5 

6.5 

1 

9 21 
■"32 

5 

1 6 

3 X 


25.0 

30.0 

u 

2 

9 JL 

" 16 

2X 

u 

u 

u 

U 

“ 

9.0 

IX 

919 
" 32 



a 

35.0 

U 

2 A 

u 

u 


11.5 

u 

*X 

U 


u 

40.0 

u 

2Vs 

a 

u 

6 

8.0 

tX 

n 2 i 
* 32 

0 19 

^ 32 

9.11 

X 

*X 

13 



2 iir 



U 

10.5 

u 

a 

U 

32.0 

2X 

16 

1 OX 

U 

13.0 


u 

U 


35.0 

u 

2 M 

a 

a 

U 

15.5 

a 

9 15 

u 

u 


37.0 

3 

2 x 

u 

u 






u 

40.0 

U 

915 

"32 

u 

u 

7 

U 

9.75 

12.25 

IX 

u 

2 X 

9 11 

Vs 

u 

5 iV 
« 

u 

u 

45.0 

50.0 

a 

u 

9 13 
" 32 

2 M 

a 

u 

u 

u 

U 

14.75 

u 

2 H 

u 

a 


55.0 

u 

2-h 

a 

u 

U 

17.25 

IX 

2X 

u 

u 







U 

19.75 

u 

2 A 

a 


15 

33.0 

IX 

9 _®_ 
" 16 

X 

12% 





3 A 



35.0 

a 

2 M 

u 

U 

8 

11.25 

l X 

2% 

® 1*6 

a 

40.0 

u 

2 X 2 

u 

u 


13.75 

u 

9 19 

"32 

a 


u 

45.0 

2 x 

9 -2- 

" 16 

u 

u 

U 

16.25 

IX 

2 TS 

u 


u 

50.0 

u 

2X 

u 

u 

U 

18.75 

u 

2X 

u 


u 

55.0 

a 

2 H 

a 

a 

U 

21.25 

u 

2 M 

u 


$ 




9 

13.25 

IX 

2% 

T*6 


18 

45.0 

2X 

r* 2H 

X 

15 

a 

15.00 

u 

0 19 
* 32 

9H 

u 

U 


50.0 


2 M 



u 

20.00 

IX 

u 

u 


55.0 

u 

2rs 


u 

a 

25.00 

u ~ 

2 -h 

u 

u 


60.0 

u 

2X 


u 







































































62 


CAMBRIA STEEL. 


MAXIMUM SIZE OF RIVETS IN FLANGES 
OF BEAMS AND CHANNELS. 


I-BEAMS. 

CHANNELS. 

Depth 


Diameter 

Depth 


Diameter 

Depth 


Diameter 

of 

Weight. 

of 

of 

Weight. 

of 

of 

Weight. 

of 

Beam. 


Rivets. 

Beam. 


Rivets. 

Channel. 


Rivets. 

Inches. 

Lbs. per Ft. 

Inch. 

Inches. 

Lbs.perFt. 

Inch. 

Inches. 

Lbs. per Ft. 

Inch. 

3 

5.50 

Vs 

15 

42.0 

X 

3 

4.00 

X A 

4 

7.50 

Yi 

15 

60.0 

4 4 

4 

5.25 


5 

9.75 

i 4 

15 

80.0 

Vs 

5 

6.50 

4 4 

6 

12.25 

Vs 

18 

55.0 

4 4 

6 

8.00 

Vs 

7 

15-00 

4 4 

20 

65.0 

4 4 

7 

9.75 

4 4 

8 

18.00 

X 

20 

80.0 

4 4 

8 

11.25 


9 

21.00 

4 4 

24 

80.0 

4 4 

9 

13.25 

« 4 

10 

25.00 

4 ( 

24 

105.0 

4 4 

10 

15.00 

i i 

12 

31.50 

1 1 




12 

20.50 

X 

12 

40.00 

i t 




15 

33.00 

n 


STANDARD SPACING OF RIVET AND BOLT 
HOLES IN ANGLES, WITH MAXIMUM 
RIVETS IN SIZE OF RIVETS TO BE USED. 


CRIMPED ANGLES 



b=2t+l£" 
MINIMUM 2' 


;<-o - >{<- 






i 


T 

1 


CLEARANCE 
FOR RIVETING 



ANGLES. 


Length 

Leg. 

m 

Diam. 

of 

Rivet. 

Length 

of 

Leg. 

m 

Diam. 

of 

Rivet. 

Length 

of 

Leg. 

m 

n 

0 

Diam. 

of 

Rivet. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

% 

K 

K 

2 

IVs 

Vs 

4 

2K 



7/ 

1 

Vs 

i 4 

2K 

IK 

X 

44 

4 4 

2 

IK 

4 4 

IK 

V 

Vs 

2 A 

IVs 

4 4 

5 

3 

« 4 

IK 

4 4 

lVs 

Vs 

4 4 

2% 

IVs 

4 4 

6 

314 

2K 

2K 

4 4 

IK 

4 4 

4 4 

3 

IV 

Vs 

7 

4 

4 4 

3 

1 

ix 

1 

A 

3K 

2 

i 4 

8 

4K 

3 

4 4 

IVs 


















































































































CAMBRIA STEEL. 


63 


BEARING PLATES FOR SHAPES USED AS 

BEAMS. 


Shapes used as beams resting on masonry walls or piers will generally require 
bearing plates of steel or their equivalents, set in or upon the masonry to prop¬ 
erly distribute the load thereon with due regard to the allowable safe pressures 
for the class of stonework or brickwork in question. 

A table of bearing plates is given on page 65, which gives the bearing values 
in pounds for plates of various sizes based on the safe unit pressure allowable for 
different classes of masonry. As the strength of masonry varies largely accord¬ 
ing to the qualities of the material used, the workmanship and age, it is impossi¬ 
ble to give absolute figures for safe unit pressures for all classes of work, but the 
values given on page 64 are believed to fairly represent these for the usual kinds 
of ordinary architectural masonry. The strength of ordinary masonry generally 
depends upon the crushing value of the mortar or cement used and does not 
bear any fixed relation to the ultimate strength of the brick or stone entering 
into the construction. 

The table of bearing plates gives the bearing values of various sizes of plates 
when used with different classes of masonry, but the thickness of the plate 
should be computed for each case. 

For a plate of given length and breadth the thickness depends upon the 
allowable load and unit stress, and the width of the flange of the beam or 
channel resting upon it. 

The thickness may be determined by the following formula 

t = . 866 (l-b) 

t = thickness of plate in inches. 

1 = length of plate in inches, in a direction perpendicular to the axis of the 
beam or channel. 

b = width of flange of beam or channel in inches. 

R = reaction at point of support in pounds. 

For uniformly distributed loads, R = one-half of the load given in Tables of Safe 
Loads, pages 106 to 123 inclusive. 

p = allowable stress in. pounds per square inch on extreme fibre of plate, 
b' = width of plate in the direction of the axis of the beam or channel; i. e„ 
bearing on wall in inches. 

If p = 16 ooo lbs. for steel we have 

I R 

t = .00685 (1 - b) -yj -pj- 


Example. 


What is the proper size of steel bearing plate to be used in a wall of brick laid 
in cement mortar to support the end of a 10-inch standard I-Beam, weighing 40 
pounds per foot, of 10 foot span, subjected to its safe load uniformly distributed? 

On page 109 in the Table of Safe Loads Uniformly Distributed for Cambria 
I-Beams, the total load is found to be 33 850 pounds, and half of this, or 16 925 
pounds, will be the reaction at each end. 

On referring to the Table of Bearing Plates, on page 65, the proper size for 
this load on the class of masonry in question is found to be 6 " x 10". The 
width of flange of a 10-inch 40 lb. standard beam is 5.10 inches. 

Substituting these values in the formula for thickness gives 


t = .00685 (10 


- 5.10) -yj 


16 925 
6 x 10 


= .562 


The nearest commercial size above this is & inch, which is the thickness 

required. . . , , ^ , 

If a shorter plate would suit the location better it may be seen from the table 
that a plate 8 " x 8 " will give the necessary bearing value and the thickness of 
this would be 


t = .00685 (8 - 5.10) 


V 


16 925 
8 x 8 


= .323 


and the nearest commercial size above this is which is the thickness required. 












64 CAMBRIA STEEL. 


STANDARD 

BEARINGS AND BEARING PLATES. 


Size 

of Beams and 
Channels. 

Bearing. 

Bearing Plate. 

Dimensions. 

Weight. 

Area. 

Inches. 

Inches. 


Inches. 


Pounds. 

Sq. Inches. 

3 

* 6 

6 

X 

6 x 

3 

8 

3.9 

36 

4 

6 

6 

X 

6 x 

3 

8 

u 

36 

5 

6 

6 

X 

6 x 

3 

8 

U 

36 

6 

6 

6 

X 

6 x 

3 

8 

U 

36 

7 

8 

8 

X 

8 x 

1 

2 

9.1 

64 

8 

8 

8 

X 

8 x 

1 

U 

64 

9 

8 

8 

X 

8 x 

1 

2 

a 

64 

10 

12 

12 

X 

12 x 

3 

4 

30.6 

144 

12 

12 

12 

X 

12 x 

3 

4 

a 

144 

15 

12 

12 

X 

15 x 

3 

4 

38.3 

180 

18 

15 

15 

X 

15 x 

7 

8 

55.8 

225 

20 

15 

15 

X 

18 x 

1 

76.5 

270 

24 

15 

15 

X 

18 x 

1 

« 

270 


SAFE BEARING VALUES OF WALL PLATES 
FOR VARIOUS STYLES OF MASONRY. 


Material. 

Pounds 
per Sq. In. 

Tons 

per Sq. Ft. 

0 

Rubble Masonry in Cement Mortar. 

250 

18.0 

Brickwork “ “ “ . 

300 

21.6 

First Class Sandstone (Dimension Stone). . 

400 

28.8 

Limestone. 

500 

36.0 

Granite. 

600 

43.2 

Portland Cement Concrete 1:2:4. 

600 

43.2 

41 “ “ 1:2:5. 

500 

36.0 












































CAMBRIA STEEL. 


65 


BEARING PLATES FOR I-BEAMS AND CHANNELS. 


Safe Bearing Value of Plate in 1000 Pounds. 


rearing 

on 

Wall. 

size 

of 

Plate. 

Rubble 
in Cemen 
Mortar. 

Brick 
in Cement 
Mortar. 

Sand¬ 

stone. 

Lime¬ 

stone. 

Granite. 

Concrete. 

1:2:4. 

Concrete. 

1:2:5. 

250 lbs. 
per sq. in 

300 lbs. 
per sq. in 

400 lbs. 
per sq. in 

500 lbs. 
per sq. in 

600 lbs. 
per sq. in 

600 lbs. 
per sq. in 

500 lbs. 
per sq. in 

Ins. 

Ins. 

4 

4 x 4 

4.0 

4.8 

6.4 

8.0 

9.6 

9.6 

8.0 

4 

4 x 6 

6.0 

7.2 

9.6 

12.0 

14.4 

14.4 

12.0 

4 

4 x 8 

8.0 

9.6 

12.8 

16.0 

19.2 

19.2 

16.0 

6 

6 x 6 

9.0 

10.8 

14.4 

18.0 

21.6 

21.6 

18.0 

6 

6 x 8 

12.0 

14.4 

19.2 

24.0 

28.8 

28.8 

24.0 

6 

6 x 10 

15.0 

18.0 

24.0 

30.0 

36.0 

36.0 

30.0 

8 

8 x 8 

16.0 

19.2 

25.6 

32.0 

38.4 

38.4 

32.0 

8 

8x10 

20.0 

24.0 

32.0 

40.0 

48.0 

48.0 

40.0 

8 

8x 12 

24.0 

28.8 

38.4 

48.0 

57.6 

57.6 

48.0 

10 

10 x 10 

25.0 

30.0 

40.0 

50.0 

60.0 

60.0 

50.0 

10 

10 x 12 

30.0 

36.0 

48.0 

60.0 

72.0 

72.0 

60.0 

10 

10 x 14 

35.0 

42.0 

56.0 

70.0 

84.0 

84.0 

70.0 

12 

12 x 12 

36.0 

43.2 

57.6 

72.0 

86.4 

86.4 

72.0 

12 

12 x 14 

42.0 

50.4 

67.2 

84.0 

100.8 

100.8 

84.0 

12 

12 x 15 

45.0 

54.0 

72.0 

90.0 

108.0 

108.0 

90.0 

12 

12 x 16 

48.0 

57.6 

76.8 

96.0 

115.2 

115.2 

96.0 

12 

12 x 18 

54.0 

64.8 

86.4 

108.0 

129.6 

129.6 

108.0 

14 

14 x 14 

49.0 

58.8 

78.4 

98.0 

117.6 

117.6 

98.0 

14 

14 x 16 

56.0 

67.2 

89.6 

112.0 

134.4 

134.4 

112.0 

14 

14 x 18 

63.0 

75.6 

100.8 

126.0 

151.2 

151.2 

126.0 

14 

14 x 20 

70.0 

84.0 

112.0 

140.0 

168.0 

168.0 

140.0 

15 

15 x 15 

56.2 

67.5 

90.0 

112.5 

135.0 

135.0 

112.5 

15 

15 x 18 

67.5 

81.0 

1C8.0 

135.0 

162.0 

162.0 

135.0 

16 

16 x 16 

64.0 

76.8 

102.4 

128.0 

153.6 

153.6 

128.0 

16 

16 x 18 

72.0 

86.4 

115.2 

144.0 

172.8 

172.8 

144.0 

16 

16 x 20 

80.0 

96.0 

127.0 

160.0 

192.0 

192.0 

160.0 

16 

16x22 

88.0 

105.6 

139.8 

176.0 

211.2 

211.2 

176.0 

18 

18 x 18 

81.0 

97.2 

129.6 

162.0 

194.4 

194.4 

162.0 

18 

18 x 20 

90.0 

108.0 

144.0 

180.0 

216.0 

216.0 

180.0 

18 

18 x 22 

99.0 

118.8 

158.4 

198.0 

237.6 

237.6 

198.0 

18 

18 x 24 

108.0 

129.6 

172.8 

216.0 

259.2 

259.2 

216.0 

20 

20x20 

100.0 

120.0 

160.0 

200.0 

240.0 

240.0 

200.0 

20 

20 x 22 

110.0 

132.0 

176.0 

220.0 

264.0 

264.0 

220.0 

20 

20 x 24 

120.0 

144.0 

192.0 

240.0 

288.0 

288.0 

240.0 

20 

20 x 26 

130.0 

156.0 

208.0 

260.0 

312.0 

312.0 

260.0 


Safe Bearing Value of Plate = Area of Plate (in square inches) X Allowable 
Safe Bearing Value (per square inch) on the Masonry. 



























































66 


CAMBRIA STEEL. 


STANDARD CAST IRON SEPARATORS FOR I-BEAMS. 



SEPARATORS WITH ONE BOLT. 


B 

5 

3 

5.5 

5& 

3 

3 

8 

1.0 

.17 

3 

4 


4 

.95 

.123 

B 

9 

4 

7.5 

51 

31 

a 

1.3 

.26 

« 


41 

1.01 

a 

B 

13 

5 

9.75 

6| 

31 

a 

1.8 

.36 

u 


4! 

1.04 

a 

B 

17 

6 

12.25 

7 _ 5 _ 

4 

2 

3.0 

.59 

u 


5! 

1.11 

a 

B 

21 

7 

15.0 

71 

41 

« 

3.3 

.65 

1C 


51 

1.14 

u 

B 

25 

8 

18.0 

8! 

41 

u 

3.8 

.72 

u 


5! 

1.17 

a 

B 

29 

9 

21.0 

9A 

5 

u 

5.0 

.85 

u 


61 

1.23 

u 

B 

33 

10 

25.0 

91 

51 

u 

7.0 

.98 

u 


61 

1.26 

u 

B 

41 

12 

31.5 

101 

5! 

u 

7.5 

1.14 

a 


7 

1.32 

u 

B 

105 

12 

40.0 

1H 

6 

a 

7.5 

1.14 

a 


71 

1.38 

u 




SEPARATORS 

WITH 

TWO BOLTS. 



B 

41 

12 

31.5 

lOf 

5! 

1 

2 

7.8 

1.20 

3 

4 

61 

7 

2.64 

.246 

B 

105 

12 

40.0 

ill 

6 

a 

7.8 

1.20 

a 

a 

71 

2.76 

« 

B 

53 

15 

42.0 

11! 

61 

a 

11.5 

1.50 

u 

7 

7! 

2.82 

U 

B 

109 

15 

60.0 

12| 

61 

u 

11.5 

1.50 

a 

a 

8! 

2.95 

u 

B 

113 

15 

80.0 

13 

6! 

a 

11.5 

1.50 

u 

u 

9 

3.13 

u 

B 

65 

18 

55.0 

12! 

6! 

5 

8 

16.5 

2.28 

a 

9 

8! 

2.95 

a 

B 

73 

20 

65.0 

131 

7 

a 

17.5 

2.60 

a 

10 

81 

3.01 

u 

B 

121 

20 

80.0 

141 

71 

a 

17.5 

2.60 

a 

U 

91 

3.19 

a 

B 

89 

24 

80.0 

14! 

7! 

u 

25.5 

3.25 

a 

12 

91 

3.19 

u 

B 

127 

24 

105.0 

16 

81 

a 

25.5 

3.25 

a 

U 

91 

3.26 

u 


Lengths and weights of separator bolts in above table are for girders composed 
of two beams of minimum section as shown. Lengths of bolts for intermediate 
and maximum sizes of beams may be obtained by adding twice the increase of 
web thickness to the lengths given. 























































































































CAMBRIA STEEL. 


67 


SPECIAL CAST IRON SEPARATORS FOR I-BEAMS. 



Beams. 

Separators. 

Bolts, Square Heads 
and Hex. Nuts. 

Section 

Nam- 

Depth. 

Weight 

per 

Foot. 

Out to Out 

of Flanges 

of Beams. 

Center 
to Cen¬ 
ter of 
Beams. 

Thickness. 

Weight. 

h r-i 

Cd 

->-» cr 
'■f*-r* a? 

° zj o 

liameter. 

Center to Cen¬ 

ter of Bolts. 

Length. 

Weight 

of Bolts 

and 

o-e a 

=s 2 § 

ber. 

d 

A 

B 

t 


co ’5 

a £3 

t- % % 

C_> Cd PL, 

rt ® w 
1—1 

f—i 

C 

£ 

Nuts. 

CO o CO 

cd ^ _« 
p co cd 
*=» 

5=3 ® .3 
i—t PQ 


Ins. 

Pounds. 

Inches. 

Inches. 

In. 

Pounds. 

Pounds. 

In. 

Ins. 

Ins. 

Pounds. 

Pound 


SEPARATORS WITH ONE BOLT. 


B 

5 

3 

5.5 

5^ 

3 

3 

8 

i.i 

.29 

3 

4 


4 

.95 

.123 

B 

9 

4 

7.5 

5f 

3! 

u 

1.6 

.38 

a 


4! 

1.01 

a 

B 

13 

5 

9.75 

6 J 

3! 

a 

2.0 

.49 

u 


4! 

1.04 

a 

B 

17 

6 

12.25 

7JL 
• 16 

4 

1 

2 

3.3 

.78 

(C 


5! 

1.11 

u 

B 

21 

7 

15.0 

7| 

4! 

u 

3.9 

.92 



5! 

1.14 

u 

B 

25 

8 

18.0 

8i 

4! 

« 

4.7 

1.06 

« 


5! 

1.17 

u 

B 

29 

9 

21.0 

9^ 

5 

cc 

5.9 

1.20 

« 


6 ! 

1.23 

u 

B 

33 

10 

25.0 

9f 

5! 

u 

6.8 

1.33 

a 


6 ! 

1.26 

u 

B 

41 

12 

31.5 

10 | 

5! 

u 

8.8 

1.61 

a 


7 

1.32 

u 

B 

105 

12 

40.0 

111 

6 

u 

8.9 

1.58 

u 


7! 

1.38 

u 




SEPARATORS 

WITH 

TWO 

BOLTS. 



B 

41 

12 

31.5 

10 | 

5! 

1 

2 

9.5 

1.61 

3 

4 

6 ! 

7 

2.64 

.246 

B 

105 

12 

40.0 

11 ! 

6 

u 

9.5 

1.58 

u 

u 

7! 

2.76 

U 

B 

53 

15 

42.0 

11 ! 

6 ! 

a 

12.5 

2.02 

u 

7 

7! 

2.82 

u 

B 

109 

15 

60.0 

12 ! 

6 ! 

u 

13.0 

1.97 

u 

a 

8 ! 

2.95 

u 

B 

113 

15 

80.0 

is* 

7! 

u 

13.2 

1.91 

a 

u 

9 

3.13 

u 

B 

65 

18 

55.0 

12 ! 

6 ! 

5 

8 

19.8 

2.41 

a 

9 

8! 

2.95 

a 

B 

73 

20 

65.0 

13! 

7 

u 

22.9 

3.37 

u 

10 

8! 

3.01 

a 

B 121 

20 

80.0 

14! 

7! 

a 

24.6 

3.34 

u 


9! 

3.19 

a 

B 

89 

24 

80.0 

14! 

7! 

a 

30.3 

4.07 

a 

12 

9! 

3.19 

u 

B 127 

24 

105.0 

16! . 

8f 

u 

32.5 

4.07 

a 

u 

9! 

3.26 

u 


Lengths and weights of separator bolts in above table are for girders composed 
of two beams of minimum section as shown. Lengths of bolts for intermediate 
and maximum sizes of beams may be obtained by adding twice the increase of 
web thickness to the lengths given. 




















































































































68 CAMBRIA STEEL. 


FIREPROOF CONSTRUCTION. 

Buildings of fireproof construction consist essentially of a steel 
frame or skeleton to support the floors, and in the case of high 
buildings, the outside walls also are carried by the steel framing. 
All parts of the steel work are enclosed and protected by some 
fire-resisting material, which should be of such quality and 
arrangement as not to disintegrate or fall away when heated to 
high temperatures and at the same time exposed to a stream of cold 
water. The fireproofing for the floors, in addition to its ability to 
afford a fireproof protection to the steel beams, must be capable of 
supporting the load and distributing it to the floor beams, which 
in turn transmit it to the columns and thence to the foundations. 

One of the earlier forms of floors consists of brick arches built 
between and supported by the bottom flanges and lower portions 
of the web of iron or steel I-Beams, but this style has considerable 
dead weight and, as ordinarily constructed, does not provide fire¬ 
proof protection for the bottom flanges of the beams. Another of 
the earlier forms of floor is composed of sheets of corrugated iron 
arched between the beams, on which a concrete filling is placed, 
and this also, as ordinarily constructed, does not provide protec¬ 
tion for the bottom flanges of the beams, besides, it is quite heavy. 

A later style of floor is the hollow tile system, which is composed 
of flat or segmental arches constructed of moulded blocks of hard 
burned clay, specially shaped, and of various depths to suit 
different loads and the sizes of the I-Beams supporting them. In 
the hollow tile system, the blocks may also be of porous terra¬ 
cotta which is lighter than hard clay. 

Various other systems of fireproofing are now in use, the most 
usual forms of which consist of cement, concrete or other material 
used alone or deposited or arranged about a strengthening or sup¬ 
porting framework of steel shapes, bars, rods, wire, wire-cloth, etc. 

Column or girder fireproofing may be accomplished by the use of 
hard clay or porous terra-cotta blocks shaped to fit and enclose the 
steel work, or the steel may be wrapped with wire, wire-cloth, 
metal lath, etc., and a concrete or plastered coating applied to it. 

Fireproof partitions may be constructed of hollow tile composed 
of hard clay or porous terra-cotta to which the plaster finish may 
be directly applied, or they may be composed of suitable metal 
studding on which is secured the wire-cloth or metal lath that 
serves to support the concrete or other fireproofing, the surface 
then being plastered in the usual manner. 

The dead weights of fireproof floors vary between wide limits 
dependent upon the system employed, the load to be carried and 
the distance between the supporting beams. 





CAMBRIA STEEL. 


69 


WEIGHTS OF HOLLOW 

TILE FLOOR ARCHES 


AND FIREPROOF MATERIALS. 



END CONSTRUCTION, FLAT ARCH. 


Width of Span between Beams. 

Depth of Arch. 

Weight per Square Foot. 


5 feet to 6 feet. 

8 inches. 

27 pounds. 


6 “ 7 “ 

9 “ 

29 

U 


7 “ 8 “ 

10 “ 

33 

(6 


8 “ 9 “ 

12 « 

38 

61 


HOLLOW BRICK FOR FLAT ARCHES. 



(Side Construction.) 



Width of Span between Beams. 

Depth of Arch. 

Weight per Square Foot. 

3 feet 6 inches to 4 feet 0 inches. 

6 inches. 

27 pounds. 

4 

“ 0 “ 4 “ 6 “ 

7 “ 

29 

a 

4 

" 6 “ 5 “ 0 « 

8 « 

32 

a 

5 

“6 « 6 “ 0 “ 

9 « 

36 

66 

6 

“ 0 “ 6 “ 6 “ 

10 « 

39 

a 

6 

“ 6 “ 7 “ 0 “ 

12 « 

44 

66 

PARTITIONS. 


Thickness. 

Weight per Square Foot. 

Hollow Brick (Clay) Partitions. 

2 inches. 

11 pounds. 


a u u a 

3 « 

14 

66 


• a « « « 

4 “ 

15 

66 


a u u « 

5 « 

19 

66 


a a u a 

6 « 

20 

66 


a a u u 

8 “ 

27 

66 

Porous Terra-Cotta Partitions. 

3 « 

16 

66 


u a a a 

4 « 

19 

66 


(C u u u 

5 « 

22 

66 


a u a « 

6 « 

23 

66 


U U U u 

8 « 

33 

66 

FURRING, ROOFING AND CEILING. 


Thickness. 

Weight per Square Foot. 


Porous Terra-Cotta Furring. 

2 inches. 

8 pounds. 


“ “ “ Roofing. 

2 “ 

12 

a 


u u a u 

3 “ 

14 

66 


u u « « 

4 “ 

18 

66 


a “ “ Ceiling. 

2 “ 

11 

66 


u u « “ 

3 “ 

14 

66 


a (( « « 

4 “ 

18 

66 


6-inch Segmental Arches, 26^ pounds per square foot. 
g_ a u a gg u u 11 u 



2- 11 Porous Terra-Cotta Partition, 8 pounds per square foot. 


8" x 3|" x 2\" Hollow Brick, 3000 lbs. per 1000. 



































70 CAMBRIA STEEL. 


TABLES OF SAFE LOADS—TERRA COTTA FLOOR 

ARCHES. 

The Table of Safe Loads for Flat Arches, page 71, is applicable 
to all shapes of blocks. The areas given are obtained by passing 
a plane through the blocks at right angles to all the webs and 
are the areas for 1-foot width of arch. Generally speaking, end 
construction blocks of various shapes, but of the same depth 
and cross sectional area, have equal strength. The weight of 
the arch has not been deducted in Table of Safe Loads for Flat 
Arches. Therefore, this and other dead loads must be deducted 
to obtain the net safe live load for any arch and span. 

Example. —What load will an 8-inch arch carry (using a 
Factor of Safety of 5), for a span of 5 feet 6 inches, the blocks 
having a sectional area parallel to the beams, of 44.25 square 
inches? 

Area of 8-inch block in Table = 37 sq. ins. 

44.25 -T- 37 = 1.19, Ratio of Actual Area to Tabular Area. 

Safe Load in Table = 228, X 1.19 = 271 pounds = Safe 
Load for Actual Area. 

Weight of Arch = 44.25 X 12 = 531 cu. in. X .06 = 32 
lbs. per sq. ft. 

271 — 32 = 239 lbs. = Safe Load in lbs. per sq. ft. for 
S. F. of 7. 

271 X7 -r 5 = 379, - 32 = 347 lbs., Safe Load for S. F. of 5. 


Tables of Safe Loads for Segmental Arches in spans up to 10 
feet are given on pages 72 and 73. The areas of the blocks for 
which the safe loads are given are the areas per foot of arch 
parallel with beams. The weight of the arch blocks has been 
deducted in the Table, so that only the dead load of concrete 
fill, plastering, etc., must be deducted to obtain net live load. 

Segmental arch construction is cheaper than flat arch con¬ 
struction, and is the stronger of the two. Where for any reason 
a flat arch is not deemed necessary, this is an admirable floor 
construction to use. 

Even with this type of construction, the flat ceiling may be 
secured by suspending a metal lath ceiling below the arch from 
the bottom of the beams. To do this, however, adds so much 
to the cost that it is generally cheaper to use the Flat Arch. 

Segmental Arches can also be built with a raised skew. This 
flattens the arch and reduces the amount and consequently the 
expense of the cinder concrete fill, but it also reduces the strength 
of the arch. 

In Segmental Arches, the thrust on the beams (particularly 
at the bottom of beams) is very great, and where there is any 
doubt of the beams’ sustaining the thrust, it is desirable to use 
steel tie rods. These tie rods may be fireproofed or left unpro¬ 
tected, the best practice being to protect them. 





CAMBRIA STEEL. 71 


SAFE LOADS FOR FLAT FLOOR ARCHES 
OF SEMI-POROUS TERRA COTTA. 

As given by manufacturers of this material. 
Safety Factor 7. 


ARCHES. 

6 ins. 

7 ins. 

8 ins. 

9 ins. 

10 ins. 

12 ins. 

15 ins. 

AREAS. 



Square Inches. 



31 

CO 

37 

40 

CO 

49 

58 

SPANS. 


Pounds per Square Foot. 



1 Ft. 

6 

In. 

1928 

2468 

3069 

3733 

1 

4459 

6097 

9022 

2 

« 

0 

U 

1085 

1388 

1726 

2100 

2508 

3430 

5075 

2 

U 

6 

u 

694 

888 

1104 

1344 

1605 

2195 

3248 

3 

a 

0 

a 

482 

617 

767 

933 

1114 

1524 

2255 

3 

a 

3 

a 

410 

525 

650 

795 

950 

1299 

1922 

3 

u 

6 

u * 

354 

453 

563 

685 

819 

1120 

1657 

3 

a 

9 

a 

308 

394 

491 

597 

713 

975 

1443 

4 

a 

0 

a 

271 

347 

431 

525 

627 

857 

1268 

4 

a 

3 

u 

240 

307 

382 

465 

555 

759 

1124 

4 

a 

6 

a 

214 

274 

341 

414 

495 

677 

1002 

4 

u 

9 

a 

192 

246 

306 

372 

444 

608 

900 

5 

u 

0 

a 

173 

222 

276 

336 

401 

548 

812 

5 

u 

3 

a 

157 

201 

250 

304 

364 

497 

736 

5 

a 

6 

a 

143 

183 

228 

277 

331 

453 

671 

5 

JL 

9 

u 

131 

168 

208 

254 

303 

415 

614 

6 

a 

0 

(( 

120 

154 

191 

233 

278 

381 

563 

6 

a 

3 

a 

111 

142 

176 

215 

256 

351 

519 

6 

u 

6 

u 


131 

163 

198 

237 

324 

480 

6 

u 

9 

u 


121 

151 

184 

220 

301 

445 

7 

a 

0 

u 


113 

140 

171 

204 

280 

414 

7 

a 

6 

u 



122 

149 

178 

243 

360 

8 

u 

0 

u 



107 

131 

156 

214 

317 

8 

a 

6 

u 




116 

138 

190 

281 

9 

u 

0 

a 




103 

123 

169 

250 

9 

u 

6 

u 





111 

152 

225 

10 

u 

0 

u 





100 

137 

203 

10 

u 

6 

u 






124 

184 

11 

u 

0 

u 






113 

167 

11 

a 

6 

u 






103 

153 

12 

u 

0 

u 






95 

141 


Above Safe Loads include weight of arch blocks and other dead load. Aver¬ 
age weight of arch blocks (lbs. per sq. ft. of arch) =Sectional Area X 12 X .06. 
Below heavy lines, spans should be used for ceiling arches only. 












































72 CAMBRIA STEEL. 


SAFE LOADS FOR TERRA COTTA SEGMENTAL 

FLOOR ARCHES. 


As given by manufacturers of this material. 
Weight of Arch Blocks not included. 
Factor of Safety 7. 


ARCHES. 

4 ins. 

6 ins. 

8 ins. 

10 ins. 



Square Inches. 

AKMS. 







28. 

36 

43 

47 

SPANS. 

RISE. 








Pounds per Square Foot. 


Ft.-ins. 

Inches. 






X 

702 

902 

1078 

1178 


1 

920 

1148 

1414 

1545 

4-0 

IX 

1155 

1485 

1774 

1939 


i a 

1353 

1740 

2079 

2272 


IX 

1 1545 

1986 

2373 

2593 


2 

1736 

2233 

2667 

2915 


X 

616 

792 

946 

1034 


i 

812 

1044 

1247 

1363 

4-6 

IX 

1020 

1313 

1568 

1713 


IX 

1196 

1539 

1838 

2009 


IX 

1381 

1775 

2121 

2318 


2 

1536 

1975 

2359 

2578 


X 

551 

709 

847 

926 


1 

744 

951 

1143 

1249 

5-0 

IX 

911 

1172 

1400 

1530 


IX 

1072 

1379 

1647 

1800 


IX 

1238 

1592 

1902 

2078 


2 

1379 

1773 

2118 

2315 


X 

499 

641 

766 

837 


1 

672 

864 

1032 

1128 

5-6 

IX 

826 

1062 

1269 

1387 


IX 

984 

1266 

1512 

1652 


IX 

1119 

14.39 

1719 

1879 


2 

1258 

1619 

1933 

2113 


X 

455 

585 

699 

764 


1 

612 

788 

941 

1028 

6-0 

IX 

753 

969 

1157 

1265 


IX 

898 

1154 

1379 

1507 


IX 

1022 

1315 

1570 

1716 


2 

1148 

1476 

1763 

1927 


X 

428 

551 

668 

719 


1 

562 

724 

864 

944 

6-6 

IX 

701 

902 

1077 

1177 


IX 

823 

1058 

1264 

1382 


IX 

947 

1218 

1455 

1590 


2 

1055 

1358 

1622 

1772 


X 

394 

508 

606 

662 

7-0 

1 

520 

669 

799 

873 


IX 

648 

834 

996 

1089 





































CAMBRIA STEEL. 73 


SAFE LOADS FOR TERRA COTTA SEGMENTAL 

FLOOR ARCHES. 


As given by manufacturers of this material. 
Weight of Arch Blocks not included. 
Factor of Safety 7. 


ARCHES. 

4 ins. 

6 ins. 

8 ins. 

10 ins. 



Square Inches. 

AREAS. 







28 

36 

43 

47 

SPANS. 

RISE. 








Pounds per Square Foot. 


Ft.-ins. 

Inches. 






VA 

762 

981 

1171 

1280 

7-0 

ia 

876 

1127 

1346 

1471 


2 

983 

1264 

1510 

1650 


A 

366 

471 

563 

615 


1 

482 

621 

741 

810 

7-6 

VA 

602 

774 

925 

1011 


l l A 

715 

920 

1099 

1201 


1A 

815 

1049 

1253 

1369 


2 

915 

1176 

1405 

1536 


A 

341 

439 

525 

573 


1 

457 

588 

703 

768 

8-0 

VA 

562 

724 

864 

944 


VA 

668 

859 

1026 

1122 


1 A 

767 

987 

1179 

1288 


2 

854 

1099 

1312 

1434 


A 

319 

411 

491 

536 


1 

428 

551 

658 

719 

8-6 

1A 

527 

678 

810 

885 


lA 

626 

806 

963 

1052 


1 A 

719 

926 

1106 

1208 


2 

807 

1037 

1239 

1354 


A 

300 

386 

461 

504 


1 

403 

518 

619 

677 

9-0 

lH 

501 

645 

770 

842 


lA 

590 

758 

906 

990 


1 A 

677 

871 

1041 

1137 


2 

759 

977 

1167 

1275 


A 

283 

364 

435 

475 


1 

380 

489 

584 

638 

9-6 

VA 

472 

608 

726 

793 


VA 

561 

721 

862 

942 


1 A 

639 

823 

983 

1074 


2 

717 

923 

1102 

1204 


A 

267 

344 

411 

449 


1 

359 

462 

552 

603 

10-0 

VA 

447 

576 

688 

751 


VA 

531 

683 

816 

892 


1 A 

610 

784 

937 

1024 


2 

683 

879 

1050 

1147 





























74 CAMBRIA STEEL. 


TESTS OF FLOOR ARCHES. 

A summary of the principal data and results of tests which 
were the subject of a paper entitled ’‘Tests of Fire-proof Flooring 
Material,” published in the Transactions of the American Society 
of Civil Engineers, Vols. xxxiv and xxxv, is given in the follow¬ 
ing table: 


BREAKING LOAD OF HOLLOW TILE ARCHES. 


1 

Depth 

of 

Arch. 


Span. 

Length. 

Total 

Load. 

Load 

per 

Sq. Foot. 

Total 

Hori¬ 

zontal 

Thrust. 

Hori¬ 
zontal 
Thrust 
per Ft. 
of 

Arch. 

BLOCKS. ! 

Character 

of 

Load. 

Manner 

of 

Laying 

Joints. 

Rise. 

CD 

£ 

CO 

■g 

3 

Ins. 

Ins. 

Ins. 

Ins. 

Lbs. 

Lbs. 

Lbs. 

6 . 

3.5 

60 

48. 

13750 

688 

29474 

7369 

E 

Hard 

Dis. 

Port. 

7.5 

5. 

46 

11.5 

9000 

2452 

10367 

10818 

« 

U 

« 

N.M. 

7.5 

5. 

60 

35.2 

11250 


33750 

11505 

« 

U 

Cen. 

Port. 

7.5 

5. 

60 

36.5 

13000 


39000 

12822 

a 

Porous 

U 

U 

8 . 

7. 

60 

38.25 

14500 


31071 

9747 

u 

« 

U 

U 

8 . 

7. 

60 

38.25 

15750 


33750 

10588 

a 

Hard 

« 

a 

12 . 

10 . 

60 

41. 

16400 


24600 

7200 

(C 

« 

a 

u 

12 . 

8.75 

60 

10 . 

3100 


5314 

6377 

u 

a 

u 

N.M. 

12 . 

9. 

60 

10 . 

5000 


8333 

10000 

u 

a 

a 

a 

12 . 

9. 

60 

10 . 

15100 

3630 

12583 

15100 

a 

« 

Dis. 

a 

12 . 

9.5 

60 

10 . 

2500 


3947 

4736 

a 

a 

Cen. 


8 . 

5.5 

46 

11.5 

2500 

681 

2614 

2727 

s 

u 

Dis. 

N.M. 

8 . 

5. 

45 

11.5 

1300 

362 

1463 

1526 

u 

u 

a 

U 

8 . 

6 . 

60 

36. 

10000 


25000 

8333 

« 

a 

Cen. 

Port. 

8 . 

5. 

60 

36. 

5700 

380 

8550 

2850 

a 

u 

Dis. 

U 

8 . 

5. 

60 

12 . 

3500 

700 

5250 

5250 

a 

a 

U 

N.M. 

8 . 

5.5 

60 

12 . 

10000 

2000 

13636 

13636 

a 

a 

U 

U 

8 . 

5.5 

60 

12 . 

2500 


6818 

6818 

a 

u 

Cen. 

a 

8 . 

5.5 

60 

24. 

9950 

995 

13568 

6784 

a 

a 

Dis. 

a 

8 . 

5.5 

60 

24. 

2500 


6818 

3209 

a 

« 

Cen. 

u 

10 . 

7.5 

60 

36. 

13500 

900 

13500 

4500 

a 

(( 

Dis. 

Port. 

10 . 

8 . 

60 

37. 

145001 940|13594 

4408 

“ 

u 

a 



Note. —In the above table the following abbreviations are used: “E, ” 
End Construction; “S,” Side Construction; “Hard,” Hard Clay; “Porous,” 
Porous Terra-Cotta; “Dis.,” Distributed Load; “Cen.,” Concentrated Load 
at Center; “Port.,” Portland Cement, and “N. M.,” No Mortar. 

The Loads per Sq. Foot in the above table were obtained in all cases by 
dividing the Total Load by the superficial area of the arch in square feet. 
The Horizontal Thrust for Distributed and Central Loads was obtained 
by formulae similar to those given therefor on the following page, and for 
Central Loads this is double that for a Distributed Load of the same 
weight. 




















































CAMBRIA STEEL. 75 


THRUST OF ARCHES. 

The horizontal thrust of segmental floor arches, on the assump¬ 
tion of uniform loading, may be found by the following formula: 

T _ 3WL 2 
2R 

in which 

T = pressure or thrust in pounds per lineal foot of arch. 

W = load on arch in pounds per square foot, uniformly distributed. 
L = span of arch in feet. 

R = rise of segmental arch in inches. 

For a concentrated load at the center, of weight P, the thrust 



For arches with flat tops and bottoms, such as are used in floors, 
the voussoir joints on each side of the central key are usually laid 
out on parallel lines, and in these cases the thrust may be deter¬ 
mined approximately by using for R, in the above formula, the 
effective depth of the arch, which is somewhat less than the 
nominal depth, as indicated on page 77. 

For segmental arches the rise R is the vertical distance from the 
highest part of the intrados to the plane of the springing line. If 
the radius of the intrados for segmental arches is r, the rise may 
be obtained from the following formula: 

R = r — \/r 2 — ~ 

R L 2 

conversely, r = 

TIE RODS. 

Although in the completed structure the horizontal thrusts of 
adjoining arches may counterbalance each other, the tie rods 
should be so proportioned and spaced as to withstand the entire 
thrust of the arches, thus tying the structure together and facili¬ 
tating the construction. 










76 CAMBRIA STEEL. 

SPACING OF TIE RODS FOR TILE ARCHES. 

The table on the next page was computed from the following 
formula, which was obtained from that giving the thrust of 
arches on page 75. 

A X R X 10 000 
WL 2 

in which 

B = spacing of tie rods in feet. 

A = net area of rod in square inches. 

R = rise of arch in inches. 

W = load in pounds per square foot of the arch. 

L = span of arch in feet. 

The above formula gives the spacing of tie rods corresponding 
to a tensile stress in the rods of 15 000 pounds per square inch, 
without considering the flexure of the beams. 

In spacing tie rods, the lateral strength of beams, for flexure due 
to the thrust of the arches, should be taken into consideration, 
explanations for which are given on pages 78 to 81 inclusive. 

Spacings for other loads than that of the table may be found 
by proportion, thus: 

Required spacing = 

100 + weight of arch in pounds per square foot 
New load in lbs. per sq. ft. + weight of arch in lbs. per sq. ft. s P acin 2 rom a e * 

Weights of tile arches per square foot are given on page 69. 

As noted under the heading '‘Lateral Strength of Beams,” on 
pages 82 and 83,care should be taken that the spacing of tie rods 
is not greater than twenty times the least flange width, otherwise 
the safe loads should be reduced to compensate for the strains 
produced by flexure of the upper flange considered as a column 
in compression. 







CAMBRIA STEEL. 77 


SPACING OF TIE RODS FOR TILE ARCHES 

IN FEET. 


For a uniform load of 100 lbs. per square foot in addition to the 
weight of the arch. 


Span of Arch. 

Diameter of 

Tie Rods. 

Nominal Depth of Arch. 

Inches. 

6 

7 

8 

9 

10 

12 

Effective Depth or Rise of Arch. 

Inches. 

Feet. 

Inch. 

3.6 

4.6 

5.6 

6.6 

7.6 

9.6 

3 

5 

8 

6.4 

8.0 

9.5 

10.9 

12.3 

15.0 

U 

3 

4 

9.5 

12.0 

14.2 

16.3 

18.3 

22.4 

U 

7 

8 

13.2 

16.6 

19.8 

22.6 

25.5 

31.1 

4 

5 

8 

3.6 

4.5 

5.4 

6.1 

6.9 

8.4 

a 

3 

4 

5.4 

6.7 

8.0 

9.2 

10.3 

12.6 

U 

7 

8 

7.4 

9.4 

11.1 

12.7 

14.3 

17.5 

5 

5 

8 

2.3 

2.9 

3.4 

3.9 

4.4 

5.4 

1C 

3 

4 

3.4 

4.3 

5.1 

5.9 

6.6 

8.0 

a 

7 

8 

4.8 

6.0 

7.1 

8.1 

9.2 

11.2 

6 

5 

8 


2.0 

2.4 

2.7 

3.1 

3.7 

a 

3 

4 


3.0 

3.6 

4.1 

4.6 

5.6 

u 

7 

8 


4.2 

4.9 

5.7 

6.4 

7.8 

7 

5 

8 




2.0 

2.3 

2.8 

a 

3 




3.0 

3.4 

4.1 

u 

7 

8 

• • • 



4.2 

4.7 

5.7 

8 • 

5 

8 





1.7 

2.1 

U 

3. 





2.6 

3.1 

u 

7 

8 





3.6 

4.4 


Spacings below heavy lines apply to greater spans than are recommended 
for that depth of arch. 
















































78 


CAMBRIA STEEL. 


LATERAL STRENGTH OF BEAMS TO RESIST 
FLEXURE DUE TO THRUST OF 
ARCHES, ETC. 

* 

In special cases where the thrust of a floor arch is exerted against 
a beam, channel, angle or other shape without other lateral sup¬ 
port than the tie rods, or braces, this will produce lateral flexure 
and .stresses in addition to those caused by the vertical loading. 
Throughout the body of the floor the thrusts of the adjoining 
arches, when completed, will usually counterbalance each other, 
but in the outer beams around shafts or elsewhere, if unsupported 
sideways, the stresses due to the lateral forces should be considered. 

The total allowable stress per square inch for the extreme fibres 
of beams has been placed at 16 000 pounds per square inch, and 
in order that this may not be exceeded owing to lateral stresses, 
the stress due to vertical loading should be correspondingly 
reduced so that the resultant intensity shall not exceed the 
allowable limit. This may be calculated by considering the beam 
as continuous and laterally supported at intervals by the tie rods, 
the spans being equal to the spacing of the rods. 

In this case the fibre stress due to the lateral forces is: 


in which 



WX1B2 

~V~ 


(i) 


p' = fibre stress in pounds per square inch due to lateral forces, 
w = lateral load or thrust in pounds per lineal foot of section used 
as a beam. 

xi = distance of the extreme fibre from the neutral axis in inches. 
B = distance between tie rods or lateral supports in feet. 

T = moment of inertia about the vertical axis of the section or 
that one at right angles to the line of application of the 
lateral forces. 


For I-Beams with the web placed vertically, as usual, xi 

becomes equal to where b is the width of the flange in inches. 

In this case the above formula for intensity of unit stress due to 
lateral load becomes: 



wbB 2 
2 1 ' 


(2) 







CAMBKIA STEEL. 79 


In order that the total resultant intensity of unit stress shall 
not exceed the allowable limit of 16 000 pounds per square inch, 
the stress due to vertical loading must be reduced by the amount 
of the intensity of stress due to the horizontal thrust of the arch, 
as determined by formula (2). 

If p' represents the intensity of unit stress due to the horizontal 
thrust of the arch, and p the corresponding allowable intensity 
of unit stress due to the vertical loading, then 

* p = 16 000 - p' 

Having thus obtained the reduced vertical stress p, the safe 
vertical load of the tables corresponding to this stress should ac¬ 
cordingly be reduced by multiplying it by the ratio Yq^qqq an< ^ 

similarly for other stresses and corresponding loads, thus making 
proper allowance for the additional stresses produced by the 
lateral forces. 

If the reduction of the safe loads on this account is a consider¬ 
able proportion of the original amount due to vertical loading 
only, it would be more economical to provide lateral braces or tie 
rods at shorter intervals, thus avoiding the use of an excessive 
amount of material in the beam. 

As the stresses due to vertical forces for usual cases of loading are 
a maximum at the center of the span it will ordinarily be sufficient 
to space the tie rods or braces at shorter intervals near the center 
in order to allow for the combined stresses due to vertical loading 
and horizontal thrusts. 

The above method of calculation is not exact when considering 
the lateral thrust of arches, or loads from similar materials which 
do not exert a uniform pressure throughout their surfaces of con¬ 
tact with the sustaining beam on account of the friction and bond 
of their component parts, but this analysis of the stresses may 
serve as a guide in designing. 

The above formulae should be used in connection with the 
tables and formula given on pages 82 and 83 relating to the 
lateral strength of beams, due to compression of the upper flange 
figured as a column between points of lateral support. 

* This method of treatment gives approximate results which are on the side 
of safety. 

The correct determination can be secured by the use of the section modulus 
polygon. (See Transactions of the American Society of Civil Engineers, 
Vol. LVI, 1906, page 169, et seq.) 






80 


CAMBRIA STEEL. 


Example. 


What is the proper size of I-Beam without other lateral support 
than the usual tie rods, corresponding to a total fibre stress of 
16 000 pounds per square inch under the following conditions? 
The beam is 18 feet between end supports and carries a tile arch 
on one side having a nominal depth of 9 inches, effective depth of 
6.6 inches, a span of 5 feet, designed to carry a superimposed load 
of 75 pounds per square foot in addition to the weight of the arch 
and other floor materials. The hollow tile arch weighs 36 pounds 
per square foot and the other materials, including plastering, 
weigh 14 pounds, making a total load, exclusive of the weight of 
the beam, equal to 125 pounds per square foot. 

For tie rods of £" diameter the spacing between them would be 
5.9 feet, as shown by the table of Spacing of Tie Rods on page 77 
in which the safe stresses in the rods only are considered. 

Substituting the proper values in the formula for lateral thrust 
of arches, given on page 75, this will be 


^ 3 X 125 X 5 2 ^ 1A1U ir 

I = —— =710 lbs. per lineal foot. 

2 X 6.6 

Substituting this value for w in formula (2) page 78 and assum¬ 
ing a 10" beam 25 lbs. per foot, the moment of inertia of which is 
6.89, as given in the Tables of Properties of I-Beams, page 182, 
we have 


P = 


710 X 4.66 X 5.9 2 
2 X 6.89 


= 8 358 lbs. per sq. in. 


Therefore p = 16 000 — 8 358 = 7 642 lbs. per sq. in. 
Hence the safe load as determined by the consideration of 

7 642 

vertical loads only, should be reduced to yg qqq » or approximately 

.48 of the amount given by the Tables of Safe Loads in case the 
spacing of the tie rods is not changed. 

The safe vertical load for a 10" beam, weighing 25 lbs. per foot, 
18 feet long between supports, for fibre stress of 16 000 lbs. per 
square inch, is 14 470 lbs. uniformly distributed, including the 
weight of the beam as given in the Tables of Safe Loads, on page 
109, or 14 020 exclusive of the weight of the beam, and .48 of this 
is 6 730 lbs., which is the vertical load it can safely carry in order 
that the total stress due to it and the lateral thrust shall not 
exceed 16 000 lbs. per square inch. 







CAMBRIA STEEL. 


81 


The actual vertical load on the beam under consideration is as 
follows: 

|X 18 X 125 = 5 625 lbs., 

which is less than the allowable amount, 6 730 lbs., as figured 
above, so that a smaller beam may suffice. 

Therefore, assume a 9-inch beam, weighing 21 lbs. per foot, the 
moment of inertia of which about an axis coincident with center 
line of web is found in the Table of Properties, on p. 182, to be 5.16. 

In this case 

, 710 X 4.33 X 5.9 2 inwn1L 

p = - 0 _ - = 10 370 lbs. per sq. in. 

Substituting this in the formula for p we have 

p = 16 000 — 10 370 = 5 630 lbs. per sq. in. 

5 030 

Therefore the safe vertical load will be Yqqoq’ or approximately 
.35 of the tabular safe load. 

The safe vertical load for a 9" 21 lb. beam, 18 feet long, for a 
fibre stress of 16 000 lbs. per square inch is 11 180 lbs., as given in 
the Table of Safe Loads, on page 109,and.35 of this, after deduct¬ 
ing weight of the beam, is 3 781 lbs., which is less than the actual 
amount,'5 625 lbs., as calculated above, so that the 9" 21 lb. beam 
will not suffice. 

If the spacing of the tie rods at the center be reduced from 5.9 
feet to 3.25 feet, it may be found, in a manner similar to that used 
in the above calculations, that the safe vertical load for an 8" 
I-Beam, weighing 18.0 lbs. per foot, is reduced to .74 of its tabular 
value of 8 430 lbs., or 6 328 lbs., and as this amount is greater than 
the actual load as above, namely, 5 625 lbs., the 8" beam would 
answer the purpose, under the changed conditions as to spacing 
of tie rods. As this beam might deflect beyond the limit for 
plastered ceilings, it should be examined in accordance with the 
rule or formula given for obtaining safe deflections in the explana¬ 
tion of the Tables of Safe Loads, and elsewhere herein. 

Calculating this by the rule given on page 102, the safe load for 
the allowable limit of deflection is 

9 480 X 16 2 


W = 


18 2 


= 7 491 lbs., 


which is greater than the actual amount, 5 625 lbs., so that the 8" 
beam is sufficient and proper if the spacing of central tie rods be 
changed to 3.25 feet, as assumed in the last case. 








82 CAMBRIA STEEL. 


LATERAL STRENGTH OF BEAMS, 

WITHOUT LATERAL SUPPORT. 

The Tables of Safe Loads for Cambria I-Beams and Channels 
and Tables of Spacing of Cambria I-Beams, on pages 106 to 135, 
are calculated on the assumption that proper provision is made 
for preventing lateral deflection by means of tie rods or other 
braces. In order to prevent undue strains in the compression 
flange, considered as a column, the beams should be supported 
laterally at distances not exceeding twenty times the flange width, 
this ratio being determined by the following formula, which 
gives the safe load for solid columns of soft steel: 

18000 
P |2 

1 + 3000b 2 

in which 

p = allowable stress in pounds per square inch. 

1 = length between lateral supports in inches, 
b = width of flange in inches. 

Substituting 16 000 for p in the above formula, which is the 
allowable unit stress of the safe load tables, it is found that the 

ratio = 19.37, from which it may be seen that the compression 

flange should be supported laterally at distances not exceeding 
twenty times the flange width as stated above. 

Beams which are not thus supported laterally should not be 
loaded to their full transverse capacity. The allowable fibre 
stresses and proportions of their full loads which they can safely 
carry when laterally supported at various distances is given in 
the following table: 






CAMBRIA STEEL. 83 


REDUCTION IN VALUES OF ALLOWABLE FIBRE 
STRESS AND SAFE LOADS FOR SHAPES 
USED AS BEAMS DUE TO LATERAL 
FLEXURE. 


Ratio of Span 
or Distance 
between 
Lateral 
Supports to 
Flange Width. 

Allowable Unit 
Stress for Direct 
Flexure in 
Extreme Fibre. 

Proportion 

of 

Tabular 

Safe Load 

to be Used. 

Ratio of Span 
or Distance 
between 
Lateral 
Supports to 
Flange Width. 

Allowable Unit 
Stress for Direct 
Flexure in 
Extreme Fibre. 

Proportion 

of 

Tabular 

Safe Load 

to be Used. 

cri *- 

P 

1 

b 

P 

19.37 

16000 

1.0 

65 

7474 

.47 

20 

15882 

.99 

70 

6835 

.43 

25 

14897 

.93 

75 

6261 

.39 

30 

13846 

.87 

80 

5745 

.36 

35 

12781 

.80 

85 

5281 

.33 

40 

11739 

.73 

90 

4865 

.30 

45 

10746 

.67 

95 

4491 

.28 

50 

9818 

.61 

100 

4154 

.26 

55 

8963 

.56 

105 

3850 

.24 

60 

8182 

.51 

110 

3576 

.22 


The above table should be used in connection with the Tables 
of Safe Loads Uniformly Distributed for Cambria I-Beams and 
Channels, on pages 106 to 123 inclusive, and limits the values 
found therein under the conditions given above. 

Example. 

Required the safe load for a 15-inch standard I-Beam weighing 
42 pounds per foot for a span of 30 feet without lateral supports: 

_ , , .1 30 x 12 

From the data the ratio r- = —=-=— = bo. 

b 0.5 

From the above table the proportion of the safe load which the 
beam can safely support under these conditions is .47. From the 
Table of Safe Loads for I-Beams, page 111, the safe load for this 
beam when properly supported laterally is 20 940 pounds, which 
multiplied by .47 gives 9 842 pounds as the safe load uniformly 
distributed under the conditions given, including the weight of 
the beam, or 8 582 pounds superimposed load. 























84 


CAMBRIA STEEL. 


APPROXIMATE WEIGHTS OF VARIOUS 
ROOF COVERINGS. 

In Pounds per Square Foot. 


Copper Sheeting, B. W. G. No. 22. 

Corrugated Iron, B. W. G. Nos. 26 to 16. 

Felt, two Layers. 

Felt and Asphalt. 

Felt and Gravel, X inch thick. 

Galvanized Iron, B. W. G. Nos. 26 to 16. 

Lath and Plaster Ceiling, Ordinary. 

Sheathing, 1 inch thick, Hemlock. 

“ White Pine or Spruce 

“ “ “ Yellow Pine. 

Shingles, 16 inch, laid 5Y inch to weather.. . . 

Skylight Glass, & to Y inch thick. 

Slates, J^to& inch thick, 3 inch double lap. 

Slag Roofing, 4-ply, with cement and sand... 

Steel Sheeting (See next page). 

Tiles (See Page 69). 

Tin. 

Zinc, B. W. G. No. 20. 


IK 

1-3M 

X 

2 


6X 

1-3 

6-8 



2H-7 

4-7 

4 


H- 3 
8-20 


X -1 
IX 


APPROXIMATE WEIGHT OF ROOFS INCLUDING FRAMING: 


Corrugated Sheets. 8-10 

Shingle. 6-10 

Slate.12-15 

Tar and Gravel.10-12 

Tin. 6-8 

Tile.20-30 


If roof is plastered underneath, add to values given above. 6 


Weight of Roof Truss with span of 75 feet or less. 5 

Snow Load—25 lbs. per horizontal square foot of roof for all slopes 
up to 20°, reduced 1 lb. for each degree of slope in excess of 20°. 

No snow load to be considered for slope of 45° or more. 


WIND PRESSURE ON ROOFS. 

Based on 20 Lbs. per Sq. Ft. on a Vertical Plane. 

1.84 cos a — 1. 

Formula. —Normal Pressure per sq. ft. = P sin a 


Pitch 

of 

Roof. 

Angle of Slope ( a ) 
with Horizontal. 

Rise of Roof per Foot. 

Normal Wind Pressure. 

Degrees 

Minutes. 

Inches. 

Pounds per Sq. Ft. 

i 

6 

18 

- 25 

4 

8.4 

1 

4 

26 

- 33 

6 

11.9 

1 

3 

33 

- 41 

8 

14.6 

1 

2 

45 

- 0 

12 

18.1 

2 

3 

53 

- 7 

16 

19.4 

3 

4 

56 

- 20 

18 

19.7 

1 

63 

- 27 

24 

20.0 
















































CAMBRIA STEEL. 85 


STEEL SHEETING. 

Weights given (U. S. Standard) are based on 480 lbs. per cu. ft. 


Gauge 

Number 

U. S. Std. 

Thickness 

Weight—Lbs. per Sq. Ft. 

Spacing of Supports 

Flat 

Corrugated 

Roof 

Sides 

Inch 

Black 

Galvanized 

BlackPainted 

Galvanized 

Not Over 
Ft.—Ins. 

Not Over 

Ft.—Ins. 

16 

.0625 

2.50 

2.66 

2.75 

2.81 



28 

.05 

2.00 

2.16 

2.20 

2.36 

5-9 

7-8 

20 

.0375 

1.50 

1.66 

1.65 

1.82 

5-9 

7- 8 

22 

.03125 

1.25 

1.41 

1.38 

1.54 

4-9 

6- 8 

24 

.025 

1.00 

1.16 

1.11 

1.27 

3-9 

5- 8 

26 

.01875 

.75 

.91 

.84 

.99 

2-9 

3-10 

28 

.015625 

.63 

.79 

.69 

.86 




Standard Flat and Corrugated Sheets furnished in lengths 48, GO, 72, 84, 
96, 108 and 120 inches. 

Standard Flat Sheets in widths 24, 26, 28, 30 and 32 inches. 

Standard Corrugated Sheets in widths as follows: 


For 

Width 
of Sheet 
Flat 

Width 
of Sheet 
Corrugated 

Width 

of 

Corrugation 

Depth 

of 

Corrugation 

Corrugation 

in 

Lap 

Edges Laid 

Ins. 

Ins. 

Ins. 

Ins. 

Up 

Down 

Roofing .. 

30 

27K 

2 K 

K 

IK 

1 

1 

Roofing .. 

28 

26 

U 

U 

2 


2 

Siding .. . 

28 

26 

u 

a 

1 


2 


Sheets should preferably be ordered in even ft. lengths to span 2 purlin spaces. 

End Lap: 

6 inches for Roofing, roof pitch 6 inches. 

8 inches for Roofing, roof pitch 4 inches. 

8 inches for Roofing, roof pitch less than 4 inches, when laid with slater’s 
cement. 

4 inches for Roofs in snowless climates and for Siding. 

Ridge Roll: —No. 24 Gauge; 96-inch lengths; 3-inch end lap, standard diam¬ 
eter 2;K inches; apron 6 inches. 

Flashing: —No. 24-Gauge; 30-inch lengths; 3-inch end lap. 

Corner Capping: —48-inch lengths; 4-inch end lap. 

FASTENINGS. 

Straps: —No. 18 U. S. Gauge Steel ^-inch wide; 1 strap and 2 rivets or bolts 
for each lineal foot of purlin or girts; 1 bundle (400 lin. ft.) straps weighs 
50 pounds; 1000 rivets weigh 6 pounds. 

Clinch Rivets :—Should clinch at least 1 inch; 2 rivets to each lineal foot of 
purlin or girt. 

Purlin leg 2 inches; 2)^ to 3 inches: 3K inches; 4 to 4J4 inches. 

Length 4 inches; 5 inches; 6 inches; 7 inches. 

Number per pound 48 38 33 27 

Clips and Bolts: —For fastening sheeting to purlins other than angle purlins 
when asbestos lining is used under sheeting. No. 16 steel slightly crimped. 
2 clips and 2 bolts for each lineal foot of purlin or girt; 500 clips in one box. 
Hole for bolt tV' x 1". 

Closing Rivets: —ft-inch diameter; H, K, 24s and K-inchlengths; 1000 = 6 lbs. 
For side laps, 1 rivet for each lineal foot. For fastening flashing, etc., to 
sheeting, 2 for each lineal foot. 

Nails: —For fastening sheeting to wooden purlins: lOd. clinch nails for roofing, 
one for each lineal foot (for both end and side laps), 50 = 1 pound. 8d. clinch 
nails for siding, one for each lineal foot (for both end and side laps), 70 
= 1 pound. For sheeting on wooden sheathing in end laps and in the body of 
the sheets in rows about 3 or 4 feet apart, same as if purlins or girts occurred 
at these lines. For fastening flashing, etc., to wood use tinner’s nails, 2 per 
foot. For fastening flashing, etc., to brick wall use 8d. nails, 2 per foot. 



































































































































CAMBRIA STEEL. 







87 

ILL 8 Pi 

B 

KSW 

ANELS 

I 

j i 

X/Sf 

/ ' H 
/ 1 1 
/ 1 1 
/ 1 1 

L _ LI A. 

ROOF TRUSSES 

(PRATT). 

n = S-?-H = 2 cot a. 

P = Panel Load. 

Heavy lines in dia¬ 
grams indicate com¬ 
pression members. 

Ill — 8 Panels. 

IV. 10 PANE 

3 

D// 

/ 

A/w 1/ 

LS 

L 

J 

r / 1 \ i 
/ 1 \ » 

/: ? 

/ Ik i 

C 

K- 

Eg G 

"2-H 

l 

K- 

C E g ( 
2 

■J 


1 

—>j 




Stress =P 




n = 






Member 


Length 

X 

Q 

24 

2 cot 


24 








O 

7 

30° 

£ 

5 


c 


O 

AB, BD 

S sec oc -5- 8 

7/4 Vn 2 + 4 

6.31 

6.95 

7.00 

7.83 

9.10 

9.42 

11.07 

DF 

S sec a-i-8 

3/2 Vn 2 + 4 

5.41 

5.95 

6.00 

6.71 

7.80 

8.08 

9.49 

FJ 

S sec a h- 8 

5/4 Vn 2 + 4 

4.51 

4.96 

5.00 

5.59 

6.50 

6.73 

7.91 

AC 

S-r-8 


7/4 n 

5.25 

6.00 

6.06 

7.00 

8.40 

8.75 

10.50 

CE 

S-=-8 


3/2 n 

4.50 

5.14 

5.20 

6.00 

7.20 

7.50 

9.00 

EG 

S-8 


5/4 n 

3.75 

4.29 

4.33 

5.00 

6.00 

6.25 

7.50 

GI 

Sh-4 


n 

3.00 

3.43 

3.46 

4.00 

4.80 

5.00 

6.00 

BC 

H-i-4 


1 

1.00 

1.00 

1.00 

1.00 

1.00 

1.00 

1.00 

DE 

H-4-2 


3/2 

1.50 

1.50 

1.50 

1.50 

1.50 

1.50 

1.50 

FG 

3Hh-4 


2 

2.00 

2.00 

2.00 

2.00 

2.00 

2.00 

2.00 

CD 

V s 2 

+ 16 H 2 -t-8 

X Vn 2 + 16 

1.25 

1.32 

1.32 

1.41 

1.56 

1.60 

1.80 

EF 

Vs 2 

+ 36 H 2 -i-8 

K Vn 2 + 36 

1.68 

1.73 

1.73 

1.80 

1.92 

1.95 

2.12 

GJ 

V s 2 

+ 64 H=-^8 

K Vn 2 + 64 

2.14 

2.18 

2.18 

2.24 

2.33 

2.36 

2.50 

IV—10 Panels. 





n = 

Member 

Length 

X 

3 

24 

2 cot 

4 

24 


5 


6 






7 

30° 


5 





' AB. BD 

S sec an-10 

9/4 Vn 2 + 4 

8.11 

8.93 

9.00 

10.06 

11.70 

12.12 

14.23 

DF 

S sec a -s- 10 

2 Vn 2 + 4 

7.21 

7.94 

8.00 

8.94 

10.40 

10.77 

12.65 

FL 

S sec a-r-10 

7/4 Vn 2 + 4 

6.31 

6.95 

7.00 

7.83 

9.10 

9.42 

11.07 

LJ 

S sec a -s-10 

3/2 Vn 2 + 4 

5.41 

5.95 

6.00 

6.71 

7.80 

8.08 

9.49 

AC 

S-hIO 

9/4 n 

6.75 

7.71 

7.79 

9.00 

10.80 

11.25 

13.50 

CE 

S-5-10 


2 n 

6.00 

6.86 

6.93 

8.00 

9.60 

10.00 

12.00 

EG 

S-f-10 


7/4 n 

5.25 

6.00 

6.06 

7.00 

8.40 

8.75 

10.50 

GI 

S-MO 


3/2 n 

4.50 

5.14 

5.20 

6.00 

7.20 

7.50 

9.00 

IK 

S h-5 


5/4 n 

3.75 

4.29 

jl.33 

5.00 

6.00 

6.25 

7.50 

BC 

H + 5 


1 

1.00 

1.00 

1.00 

1.00 

1.00 

1.00 

1.00 

DE 

2Hh-5 


3/2 

1.50 

1.50 

1.50 

1.50 

1.50 

1.50 

1.50 

FG 

3H-t-5 


2 

2.00 

2.00 

2.00 

2.00 

2.00 

2.00 

2.00 

LI 

lH-s-5 


5/2 

2.50 

2.50 

2.50 

2.50 

2.50 

2.50 

2.50 

CD 

VS 2 +16 H 2 -i-10 

KVn 2 + 16 

1.25 

1.32 

1.32 

1.41 

1.56 

1.60 

1.80 

EF 

V S 2 +36 H 2 -M0 

X Vn 2 + 36 

1.68 

1.73 

1.73 

1.80 

1.92 

1.95 

2.12 

GL 

VS 2 +64 H 2 -h 10 

Vn 2 + 64 

2.14 

2.18 

2.18 

2.24 

2.33 

2.36 

2.50 

U 

V S 2 +100H 2 -h10 

X Vn 2 + 100 

2.61 

2.64 

2.65 

2.69 

2.77 

2.80 

2.92 





































































88 

CAMBRIA STEEL. 







ROOF TRUSSES 

VI. COMPOUND 


T 

V. SIMPLE D _. 

(FINK). 





E 

/ 




n=S-f-H = 2 cot a 



n / 


1 


"V! H 

P = Panel Load. 






H 

i 



Heavy lines in 

dia 







A/« 

V ;e; 

grams indicate com 


/a ' 




r 1 


c 

pression members. i 


C c 

3 E 













!* ' "2' 


V— Simple. 

l 


2 






n = 

Member 

Length 

O l/l ebb J- 

X 

3 

24 

2 cot 

4 

24 

5 

6 





V 

30 


5 



AB 

S sec « v 4 

A ”7 n 2 +4 

2.70 

2.98 

3.00 

3.35 

3.90 

4.04 

4.74 

BD 

S sec a —f- 4 

3 n 2 + 4 

2.15 

2.47 

2.50 

2.91 

3.52 

3.67 

4.43 



4 V n 2 + 4 








AC 

S sec 2 a -v- 4 

A n 

2.25 

2.57 

2.60 

3.00 

3.60 

3.75 

4.50 

CE 

S (1 — Y sec 2 a) 

At n 

1.50 

1.71 

1.73 

2.00 

2.40 

2.50 

3.00 

BC 

S sec a tan a h- 4 

n 

0.83 

0.86 

0.87 

0.89 

0.92 

0.93 

0.95 



Vn< + 4 








CD 

S sec 2 ot-r4 

Va n 

0.75 

0.86 

0.87 

1.00 

1.20 

1.25 

1.50 

VI— Compound. 



Stress = P 

n = 

Member 

Length 


24 2 cot 


24 





X 

3 1 

_ 


4 


5 

6 





7 

30° 


5 



AB 

S sec a -r- 8 

7/4 V n 2 + 4 

6.31 

6.95 

7.00 

7.83 

9.10 

9.42 

11.07 

BD 

S sec a -f- 8 

7 n 2 + 20 

5.76 

6.44 

6.50 

7.38 

8.72 

9.05 

10.75 



4 Vn 2 + 4 










7 n 2 + 12 








DF 

S sec a -s- 8 


5.20 

5.94 

6.00 

6.93 

8.33 

8.68 

10.44 



4 V n 2 + 4 










7 n 2 + 4 








FJ 

S sec a -j- 8 


4.65 

5.43 

5.50 

6.48 

7.95 

8.31 

10.12 



4 V n 2 + 4 








AC 

S sec 2 a -5- 8 

7/4 n 

5.25 

6.00 

6.06 

7.00 

8.40 

8.75 

10.50 

CE 

S sec 2 a -h 8 

3/2 n 

4.50 

5.14 

5.20 

6.00 

7.20 

7.50 

9.00 

El 

S (1 — Y sec 2 a) 

• 

n 

3.00 

3.43 

3.46 

4.00 

4.80 

5.00 

6.00 

BC, FG 

S sec a tan a -f- 8 

n 

0.83 

0.86 

0.87 

0.89 

0.92 

0.93 

0.95 



Vn 2 + 4 








DE 

S sec a tan a 4 

2 n 

1.66 

1.73 

1.73 

1.79 

1.85 

1.86 

1.90 



Vn 2 + 4 








CD, DG 

S sec 2 a -5- 8 

Ya n 

0.75 

0.86 

0.87 

1.0C 

1.20 

1.25 

1.50 

EG 

S sec 2 a v8 

K n 

1.5C 

1.71 

1.73 

2.0C 

2.40 

2.50 

3.00 

GJ 

S sec 2 a t 8 

Va n 

2.25 

2.5/ 

2.6C 

3.0C 

3.60 

3.75 

4.50 













































































CAMBRIA STEEL 





89 

VII. SIMPLE 
E 

A/a\ 

E 

Sy\\\ 

/ ! h 
/ If i 

ROOF TRUSSE 

(FAN). 

n=S-4H = 2 cot a. 
P = Panel Load. 

Heavy lines in dia¬ 
grams indicate com¬ 
pression members. 

VII—Simple. 

s 

VIII. COMPOUND 

L/ 

E^^> 

BxT/ \ / 
Ax§Sj/ \/ 

J 

% 1 ? 
!k* 

1 

L<-- 

1 

S ( 
'2' 

3 T 

-—->{ 

i 

l 

K- 

C g F 

2 

-r - 

l 

—» 
i 




Stress= P 




n = 




Member 


Length 



24 

2 cot 


24 






X 

3 



4 


5 

6 






V 

30° 


5 



AB 

S sec a -r- 6 

5/4 Vn 2 + 4 

4.51 

4.96 

5.00 

5.59 

6.50 

6.73 

7.91 

BD 

S sec a-r-6 

13 (n 2 + 36) 

3.54 

3.96 

4.00 

4.55 

5.38 

5.59 

6.64 




12 Vn 2 + 4 








DE 

S sec a - j- 6 

5 n 2 + 4 

3.40 

3.95 

4.00 

4.70 

5.73 

5.99 

7.27 




4 V n 2 + 4 








AC 

S sec 2 a -5- 4 

5/4 n 

3.75 

4.29 

4.33 

5.00 

6.00 

6.25 

7.50 

CF 

S (1 — K sec 2 a) 

X n 

2.25 

2.57 

2.60 

3.00 

3.60 

3.75 

4.50 

BC, CD 

Ssec aV 9 sec 2 a—8 

nVn 2 +36-4- 

0.93 

1.00 

1.00 

1.08 

1.18 

1.21 

1.34 

CE 

Ssec 2 a-^4 [ — 12 

K n [6 V n 2 +4 

1.50 

1.71 

1.73 

2.00 

2.40 

2.50 

3.00 

VIII—Compound. 




Stress= P 




n = 




Member 


Length 

X 

3 

24 

2 cot 

4 

24 

5 

6 






7 

30° 

< 

i & 

« 


AB 

S sec a-5-12 

11/4 Vn 2 + 4 

9.92 

10.92 

11.00 

12.30 

14.30 

14.81 

17.39 




31 n 2 + 108 








BD 

S sec a-v-12 


8.95 

9.92 

10.00 

11.26 

13.18 

13.66 

16.13 




12 Vn 2 + 4 











11 n 2 + 28 








DE 

S sec a-H 12 


8.81 

9.91 

10.00 

11.40 

13.53 

14.07 

16.76 




4 Vn 2 + 4 











11 n 2 + 20 








EL 

S sec a 4- 12 


8.25 

9.40 

9.50 

10.96 

13.15 

13.70 

16.44 




4 "V n 2 + 4 











31 n 2 + 36 








LI 

S sec a-M2 


7.28 

8.41 

8.50 

9.91 

12.02 

12.55 

15.18 




12 Vn 2 + 4 








IJ 

S sec a-M2 

11 n 2 + 4 

7.14 

8.40 

8.50 

10.06 

12.38 

12.95 

15.81 




4 V n 2 + 4 








AC 

S sec 2 a-r-8 

11/4 n 

8.25 

9.43 

9.53 

11.00 

13.20 

13.75 

16.50 

CF 

S sec 2 a-r-8 

9/4 n 

6.75 

7.71 

7.79 

9.00 

10.80 

11.25 

13.50 

FK 

S(1 

— y 2 sec 2 a) 

3/2 n 

4.50 

5.14 

5.20 

6.00 

7.20 

7.50 

9.00 

BC.CD\ 

Ssec cl\/ 9 sec 2 a-8 

n A/ n 2 + 36 -5- 

0.93 

1.00 

1.00 

1.08 

1.18 

1.21 

1.34 

CL, Li J 


[-4-24 

[6Vn2 + 4 








EF 

S sec a tan a-M 

3 n 

2.50 

2.59 

2 60 

2.68 

2.77 

2.79 

2.85 




V n 2 + 4 








CE, EG 

S sec 2 a-i-8 

K n 

1.50 

1.71 

1.73 

2.00 

2.40 

2.50 

3.00 

FG 

S sec 2 a -5- 8 

X n 

2.25 

2.57 

2.60 

3.00 

3.60 

3.75 

4.50 

GJ 

S sec 2 a-s-8 

5/4 n 

3.75 

4.29 

4.33 

5.00 

6.00 

6.25 

7.50 









































































90 


CAMBRIA STEEL. 



No. 

SIZE OF BUCKLES. 

RISE OF 
BUCKLE 

(H). 

PLATE 

THICKNESS. 

NUMBER OF 
BUCKLES 
PER PLATE. 

Side (L). 

Side (W). 

Ft. Ins. 

Ft. Ins. 

Ins. 

Ins. 

1 

2-8 

2-8 

2 

H, A or Y% 

1 to 10 

2 

2-8 

3-8 

2 

u 

1 “ 10 

3 

3-8 

2-8 

2 

u 

1 “ 8 

4 

3-1 

3-2 

3 

a 

1 “ 9 

5 

3-2 

3-1 

3 

u 

1 “ 9 

6 

3-1 

3-9 

3 

u 

1 “ 9 

7 

3-9 

3-1 

3 

u 

1 “ 8 

8 

4-0 

4-0 

3 

u 

1 “ 7 

9 

4-6 

3-11 

3K 

u 

1 “ 6 

10 

3-11 

4-6 

3K 

u 

1 “ 7 

11 

3-6 

5-6 

3 K 

u 

1 “ 2 

12 


3-6 

3 K 

a 

1 “ 2 


WIDTH OF FLANGES 
AND FILLETS. 


End Flanges (E) 

Preferably made alike, 
from 2 to 18 ins. wide. If 
wider than 18 ins., use an¬ 
gles riveted across the 
plates for stiffeners. 

• Side Flanges (S) 

Preferably made alike, 
from 2 to 6 ins. wide. 
Best not to exceed 4 ins. 
Fillets (F) 

From 2 to 6 ins. wide. 
. Best not to exceed 4 ins. 


ROLLED STEEL SAFETY FLOOR PLATES. 



WIDTH (W). 

THICKNESS (T). 

MAXIMUM LENGTH. 

Inches. 

Inches. 

Feet. 

18 to 25 

A to ^4 

50 

25 “ 36 

A “ K 

50 






































































































































































































































































































































































































































































CAMBRIA STEEL. 91 


FIREPROOFING—REINFORCED CONCRETE. 

The actual fire tests of reinforced concrete have been limited, 
but experience, together with the results of tests so far made, 
indicates that concrete may be safely used for fireproofing pur¬ 
poses. It is in itself incombustible and proof against ordinary 
fire when composed of the best materials properly mixed, applied 
and anchored in place. For a fireproof filling or deadening layer 
in floors, these same materials without reinforcement may be 
used or clean hard burned cinders may be substituted for this pur¬ 
pose. The low rate of heat conductivity is one reason of its 
value for fireproofing and the concrete actually affected by fire, 
remains in position and affords protection to the concrete be¬ 
neath it. The thickness of protective coating required, depends 
upon the probable duration of a fire, which is likely to occur in 
the structure. However, for ordinary conditions, it is recom¬ 
mended, as a general rule, that the metal in girders and col¬ 
umns be protected by a minimum of 2 inches, beams inches, 
and floor slabs, the different minimum values, as indicated in the 
accompanying table. 

A properly designed combination of protected steel framework 
with reinforced concrete floor slabs, if well executed is particu¬ 
larly safe and effective in fireproof building construction, and 
the use of concrete and steel in the floor slab is especially advan¬ 
tageous, affording both strength and rigidity. 

In reinforced concrete design, the following assumptions are 
recommended and considered by almost all authorities, and are, 
therefore, used as the basis for the formulae and tables of pages 
92 and 93, but it must be noted that all these ideal conditions 
cannot be had in practice and if possible allowance should be 
made accordingly. 

(1) Calculations should be made with reference to working 
stresses and safe loads, rather than to ultimate strengths and 
ultimate loads. 

(2) A section, plane before bending remains plane after bending. 

(3) The modulus of concrete in compression within the usual 
limits of working stresses is constant. The distribution of com¬ 
pressive forces in slabs is therefore rectilinear. 

(4) The tensile stresses in the concrete shall be neglected in 
calculating the reinforced slab resistance. 

(5) Perfect adhesion between concrete and reinforcement is 
assumed. 

(6) Initial stresses in the reinforcement due to contraction 
or expansion in the concrete may be neglected. 

These above assumptions, while not entirely borne out by 
experimental data, are recommended and used by various 
authorities on this subject in the interest of simplicity and 
uniformity. 





92 


CAMBRIA STEEL. 


REINFORCED CONCRETE FLOOR SLABS. 

k-<M k—12-— 

ii i i 



w= Total weight in lbs. per sq. ft. including slab weight. 

L = Span in feet c. to c. of beam supports. 

M = Bending Moment for 12" width of slab (inch pounds). 
Ec = Modulus of Elasticity for concrete. 

Es = “ “ “ “ steel, 

r = Ratio. Es -4- Ec. 

C = Extreme fibre stress of concrete in compression. 

S = “ “ “ “ steel in tension. 

K = Constant for a given steel and concrete, 
d = Effective depth of slab in inches, 
p = Ratio of steel area to effective slab area, 
x = Distance, Top of slab to Neutral Axis -5- d. 
j = “ between centers of stress -4- d. 

V = Maximum Shear, 12" width of slab, 
v = Unit shear, 
u = Unit bond stress. 

2o = Sum of perimeters of bars (in 12" width of slab). 


formula;. 

M = 1.5 wL 2 —for slabs freely supported. 

= 1.2 wL 2 — “ “ continuous over supports. 

p - 2 S (Cr + S) X = rP (V^+5->) 

*-¥(*§£#) i-‘-i 

I M 

d = 'Y 12 ^ Steel Area (12" width of slab) = 12 dp 

V 

v = (not to exceed GO lbs. for stone or 25 lbs. for cinder concrete). 

V 

u = - - (not to exceed 60 lbs. for stone or 30 lbs. for cinder concrete). 

For Square and Round Bars, refer to pages 451-457. 


Note. —Best practice indicates that Spans of Floor Slabs should not ex¬ 
ceed seven feet between steel beams or steel girders. Generally speaking, 
the span should in no case exceed 10 feet for ordinary work. 

























CAMBRIA STEEL. 93 


REINFORCED CONCRETE FLOOR SLABS. 

Values deduced from formulae, page 92, using unit stresses based 

on modern safe practice. 


Concrete. 

Weight 
per cu. ft. 
Pounds. 

c 

s 

E^E C 

P 

K 

X 

j 

Stone. 

1:2:4. 

150 

500 

16000 

15 

.0050 

71.5 

.320 

.893 

Cinder. 

1:2:4. 

110 

185 

16000 

30 

.0015 

21.8 

.258 

.914 


THICKNESS OF CONCRETE BELOW STEEL. 


Depth of Slab “d” (inches). 

21 

to 

4 

41 

to 

8 * 

9 

to 

12 

13 

to 

18 

19 

to 

20 

Above 

20 

Thickness of Concrete below 
Lower Surface of Steel Rods 
(inches). 

3 

4 

1 


l * 

13 

4 

2 


SPACING OF REINFORCING BARS. 

The lateral spacing of parallel bars should not be less than two and one-half 
diameters, center to center, nor greater than 2X thickness of slab; nor 
should the distance from edge of slab to center of nearest bar be less than one 
and one-half diameters. The clear spacing between two layers of bars should 
not be less than one-half inch. 

Cross reinforcement of steel rods of small diameter (J4") laid parallel to 
the principal beams upon which the slab rests, should be used to prevent 
shrinkage and temperature cracks and to give added strength. They should 
be spaced about two feet, center to center. 

DISTRIBUTION OF LOAD FOR SLABS OF FOUR SIDES SUPPORT. 

Where length of slab exceeds 1.5 width, the entire load should be carried 
by transverse reinforcement. Slabs of smaller ratio of dimension may well 
be reinforced in both directions. Distribution of the load may be determined 
by use of the formula 

l 4 

r " l 4 + b 4 

in which r = proportion of load carried by transverse reinforcement, 1 = 
length and b = breadth of slab. 

Using values thus determined, each set of reinforcement is to be calculated 
as in slabs having two supports only. 

Note. —In all cases of two-way reinforcement, intersections of rods should 
be securely tied with heavy wire. 




















































94 CAMBRIA STEEL. 


LIMITING SPANS AND MAXIMUM LOADS OF 
I-BEAMS AND CHANNELS DUE TO 
CRIPPLING OF THE WEB. 

I-Beams and Channels, when used as beams for very short spans 
in which the ratio of length of span to depth of beam is small, 
should be examined for safe strength of the web considered as a 
column, subjected to crippling due to the shearing strains. 

The Tables of Safe Loads of Beams and Channels are computed 
with regard to the safe unit stresses due to flexure, and, with one 
or two exceptions, as indicated by dotted lines and accompanying 
foot-notes, the lengths of spans tabulated are such that the limita¬ 
tion due to web crippling does not appear. The shearing stresses 
acting in the web of a beam may be considered to consist of two 
stresses of equal intensity acting at right angles to each other, and 
at angles of 45 degrees with the neutral axis. The intensity of each 
of these stresses is equal to the intensity of the vertical shear, 
which is a maximum at the points of support for uniform loading, 
and uniform throughout from the point of loading to the supports 
for a superimposed concentrated load at the center. 

The vertical shears for different systems of loading may be ob¬ 
tained by the use of moments in the usual way, and these are 
given for various cases on pages 162 to 165 inclusive. 

The shearing stresses which act at angles of 45 degrees with 
the neutral axis are equivalent to compressive and tensile forces, 
and the former will tend to buckle the web, which should there¬ 
fore be figured as composed of a series of columns of a length 
equal to its diagonal depth. 





CAMBRIA STEEL. 


95 


If c is the vertical depth of the web in the clear between the 
fillets which connect it with the flanges, the square of the length 
of the column to be considered will be 2c 2 . 

Substituting this value for l 2 in the formula for long columns 

12000 

P =-p— 

1 + 3000 t 2 


we have 

12000 

p = - ? 

1 j-_— 

15001 2 

in which 

p = intensity of vertical shear, in pounds per square inch = 

Total shear in pounds 
dt. 


c = depth of web in clear between fillets in inches, 
t = thickness of web in inches, 
d = depth of beam in inches. 

This formula is also applicable for computing the safe shearing 
stress in the webs of plate girders, in which case the length, 1, is the 
vertical distance between centers of upper and lower rows of 
rivet holes connecting the webs a.nd flanges. 

The webs of plate girders should be reinforced by stiffening 
angles at points of support and concentrated loading, and in 
cases where the intensity of shear exceeds that given by the above 
formula the web should be provided with stiffeners. 

The following tables have been prepared based upon the above 
formula for safe unit shearing stress in the webs of beams and 
channels. 










96 CAMBRIA STEEL. 


MAXIMUM SAFE LOADS FOR I-BEAMS OF ANY 
LENGTH AND CORRESPONDING MINIMUM 
SAFE SPANS BASED UPON CRIPPLING 
OF THE WEB. 

For loads in pounds uniformly distributed including weight of 
beam. 


Section 

Hum- 

Depth 

of 

Beam. 

Weight 

per 

Foot. 

Maximum 

Safe 

Load. 

Mini¬ 

mum 

Span. 

ber. 

Inches. 

Pounds. 

Pounds. 

Feet. 

B 5 

3 

5.5 

10900 

1.7 



6.5 

17790 

1.1 



7.5 

25230 

.9 

B 9 

4 

7.5 

15330 

2.1 



8.5 

22670 

1.6 



9.5 

30820 

1.2 



10.5 

37820 

1.1 

B 13 

5 

9.75 

20050 

2.6 



12.25 

39730 

1.5 



14.75 

57400 

1.2 

B 17 

6 

12.25 

25130 

3.1 



14.75 

44320 

2.0 



17.25 

62890 

1.6 

B 21 

7 

15 

30510 

3.7 



17.5 

49320 

2.5 



20 

69540 

1.9 

B 25 

8 

18 

36310 

4.2 



20.25 

53560 

3.1 



22.75 

72760 

2.4 



25.25 

91590 

2.1 

B 29 

9 

21 

42450 

4.8 



25 

71530 

3.1 



30 

109620 

2.3 



35 

146670 

1.9 

B 33 

10 

25 

48960 

5.4 



30 

86630 

3.4 



35 

126460 

2.6 



40 

165320 

2.2 

B 41 

12 

31.5 

62890 

6.2 



35 

91730 

4.5 



40 

130540 

3.5 

B105 

12 

40 

99380 

4.9 



45 

138110 

3.8 



50 

176250 

3.2 



55 

213760 

2.8 



Depth 

Weight 

Maximum 

Mini- 

Section 

of 

per 

Safe 

miim 

Num- 

Beam. 

Foot. 

Load. 

Span. 

ber. 

Inches. 

Pounds. 

Pounds. 

Feet. 

B 53 

15 

42 

86530 

7.S 



45 

106100 

6.2 



50 

146260 

4.8 



55 

186740 

4.0 



60 

222970 

3.6 

B109 

15 

60 

■160940 

5.5 



65 

201330 

4.6 



70 

237380 

4.1 



75 

276990 

3.7 



80 

316160 

3.4 

B113 

15 

80 

247900 

4.6 



85 

287290 

4.2 



90 

322350 

3.9 



95 

361780 

3.6 



100 

399220 

3.4 

B 65 

18 

55 

109040 

8.8 



60 

155580 

6.6 



65 

194040 

5.5 



70 

232870 

4.9 

B 73 

20 

65 

129150 

9.6 



70 

169980 

7.3 



75 

206910 

6.7 

B121 

20 

80 

182710 

8.7 



85 

214600 

7.7 



90 

257610 

6.6 



95 

295400 

6.0 



100 

333150 

5.5 

B 89 

24 

80 

127540 

14.7 



85 

166820 

11.8 



90 

202450 

10.1 



95 

239330 

8.8 



100 

277070 

7.9 

B127 

24 

105 

203800 

12.3 



110 

243290 

10.6 



115 

281900 

9.4 



































CAMBRIA STEEL. 97 


MAXIMUM SAFE LOADS FOR STANDARD CHAN¬ 
NELS OF ANY LENGTH AND CORRESPOND¬ 
ING MINIMUM SAFE SPANS BASED 
UPON CRIPPLING OF THE WEB. 


For loads in pounds uniformly distributed including weight of 
channel. 



Depth 

Weight 

Maximum 

Mini- 


Depth 

Weight 

Maximum 

Mini- 

Section 

of 

per 

Safe 

mum 

Section 

of 

per 

Safe 

mum 

Num- 

Channel 

Foot. 

Load. 

Span. 

Num- 

Channel 

Foot. 

Load. 

Span. 

ber. 

Inches. 

Pounds. 

Pounds. 

Feet. 

ber. 

Inches. 

Pounds. 

Pounds. 

Feet. 

C 5 

3 

4 

10970 

1.1 

C 25 

8 

18.75 

83150 

1.5 



5 

17830 

0.8 



21.25 

101800 

1.3 



6 

25260 

.6 

C 29 

9 

13.25 

28120 

4.0 

C 9 

4 

5.25 

14300 

1.4 



15 

42250 

2.9 



6.25 

21660 

1.1 



20 

80980 

1.8 



7.25 

29830 

.9 



25 

118810 

1.4 

C13 

5 

6.5 

17390 

1.6 

C33 

10 

15 

30570 

4.7 



9 

35900 

1.1 



20 

67420 

2.6 



11.5 

54920 

.9 



25 

107670 

1.9 








30 

147010 

1.6 

C17 

6 

8 

20280 

2.3 



35 

182940 

1.4 



10.5 

39580 

1.4 








13 

58300 

1.1 

C41 

12 

20.5 

41390 

5.5 



15.5 

76540 

1.0 



25 

75440 

3.5 








30 

114230 

2.6 

C21 

7 

9.75 

22950 

2.8 



35 

156000 

2.1 



12.25 

43660 

1.7 



40 

193920 

1.9 



14.75 

62200 

1.4 








17.25 

82110 

1.2 

C53 

15 

33 

83430 

5.4 



19.75 

99880 

1.1 



35 

95070 

4.9 








40 

130940 

4.3 

C25 

8 

11.25 

25560 

3.4 



45 

171400 

3.2 


13.75 

44800 

2.2 



50 

211750 

2.8 



16.25 

64140 

1.7 



55 

251710 

2.5 









































98 CAMBRIA STEEL. 


COEFFICIENTS FOR DEFLECTION IN INCHES FOR 
CAMBRIA SHAPES, USED AS BEAMS SUBJECTED 
TO SAFE LOADS UNIFORMLY DISTRIBUTED. 


Distance 
between 
Supports 
in Feet. 

Coefficient for 
Fibre Stress of 
16 000 lbs. per 
Square Inch. 

Coefficient for 
Fibre Stress of 
12500 lbs. per 
Square Inch. 

Distance 
between 
Supports 
in Feet. 

Coefficient for 
Fibre Stress of 
16 000 lbs. per 
Square Inch. 

Coefficient for 
Fibre Stress of 
12500 lbs. per 
Square Inch. 

L 

H 

H' 

L 

H 

H' 

4 

.265 

.207 

23 

8.756 

6.841 

5 

.414 

.323 

24 

9.534 

7.448 

6 

.596 

.466 

25 

10.345 

8.082 

7 

.811 

.634 

26 

11.189 

8.741 

8 

1.059 

.828 

27 

12.066 

9.427 

9 

1.341 

1.047 

28 

12.977 

10.138 

10 

1.655 

1.293 

29 

13.920 

10.875 

11 

2.003 

1.565 

30 

14.897 

11.638 

12 

2.383 

1.862 

31 

15.906 

12.427 

13 

2.797 

2.185 

32 

16.949 

13.241 

14 

3.244 

2.534 

33 

18.025 

14.082 

15 

3.724 

2.909 

34 

19.134 

14.948 

16 

4.237 

3.310 

35 

20.276 

15.841 

17 

4.783 

3.737 

36 

21.451 

16.759 

18 

5.363 

4.190 

37 

22.659 

17.703 

19 

5.975 

4.668 

38 

23.901 

18.672 

20 

6.621 

5.172 

39 

25.175 

19.668 

21 

22 

7.299 

8.011 

5.703 

6.259 

40 

26.483 

20.690 


The above coefficients are for use in obtaining the deflection of steel 
shapes subjected to transverse strain, under their uniformly distributed 
safe loads for extreme fibre stresses of 16 000 pounds and 12 500 pounds 
per square inch; the modulus of elasticity being 29 000 000. 

1 o find the deflection of any shape that is symmetrical about its 
neutral axis under the above conditions of loading when used as a 
beam, such as I-Beams, Channels, etc., divide the coefficient in the 
table corresponding to the given span and fibre stress, by the depth of 
the beam in inches. The result will be the deflection in inches. 

1 o find the deflection of any shape that is unsymmetrical about its 
neutral axis when used as a beam, under the above conditions of load- 
ing, such as Angles, etc., divide the coefficient in the table correspond¬ 
ing to the given span and fibre stress by twice the distance of the 
most remote fibre from the neutral axis, expressed in inches. 

If, in construction, the beam is placed in position in the usual manner 
upon its end supports without special scaffolding or falsework between 
them, it will deflect somewhat by reason of its own weight, and upon 
the addition of external loading a further deflection will occur. 

The deflections obtained as above described are the total deflections 
due to the weight of the beam itself and the superimposed safe load 
uniformly distributed. 



























CAMBRIA STEEL. 


99 


Thus, to find, from the preceding table, the deflection in inches for 
Cambria shapes used as Beams under their safe loads uniformly dis¬ 
tributed including the weight of the beam : 

Let D = deflection in inches. 

L == length between supports in feet. 

H = coefficient for deflection from table for fibre stress of 16 000 
pounds per square inch. 

H7 = coefficient for deflection from table for fibre stress of 12 500 
pounds per square inch. 

d = depth of beam in inches for symmetrical sections. 

Xj = distances in inches from neutral axis to most remote fibre 
for unsymmetrical sections. 


For Symmetrical Sections. 

For fibre stress of 16 000 pounds per square inch D = 

For fibre stress of 12 500 pounds per square inch D = 

For Unsymmetrical Sections. 

For fibre stress of 16 000 pounds per square inch D = 

For fibre stress of 12 500 pounds per square inch D = 

Examples. 

Case /.—To find the deflection of a 9" I-Beam weighing 30 pounds 
per foot, for a span of 15 feet and a maximum fibre stress of 16 000 
pounds per square inch, under its safe load uniformly distributed. 

From the above table the deflection coefficient for this case is found 
to be 3.724 which divided by 9, the depth of the beam in inches, gives 
.414, which is the required deflection in inches. 

The safe load for this beam under the conditions named is 16 100 
pounds including the weight of the beam itself as stated in the Tables 
of Safe Loads for Cambria I-Beams on page 109. 

Case //.—To find the deflection of a 6" X 4" X angle, sup¬ 
ported at the ends on its short leg as a horizontal base, for a span of 9 
feet and a maximum fibre stress of 16 000 pounds per square inch under 
its safe load uniformly distributed including its own weight. 

From the table of “ Properties of Angles ” on page 207 the distance • 
x' from the neutral axis to the back of the shorter leg is found to be 
1.99 inches, which subtracted from the length of long leg, 6 inches, 
gives 4.01 as the distance x x from the neutral axis to the most remote 
fibre. From the above table the deflection coefficient for this case is 
found to be 1.341, which divided by 8.02, twice x 1? gives .167, which 
is the required deflection in inches. 

Note. —For deflections of Beams and Channels due to any central or 
uniform load see coefficients of deflection N and N 7 in the Tables of Properties 
relating to these sections and the accompanying explanations. 

For deflections of any symmetrical beams due to various systems of loading, 
see general formul8e and diagrams on pages 160 to 165 inclusive. 


H 

~d 

H' 

"d 

H 

2X! 

W 

2x x 


> > 





100 CAMBRIA STEEL. 


TABLES OF SAFE LOADS FOR CAMBRIA SEC¬ 
TIONS USED AS BEAMS, AND SPACING 
FOR CAMBRIA I-BEAMS. 

PageslOG to 159 inclusive. 

TABLES OF SAFE LOADS AND SPACINGS. 

The Tables of Safe Loads for Cambria I-Beams, Channels, and 
Angles, give the safe loads in pounds uniformly distributed for 
all usual spans based upon extreme fibre stresses of 16 000 pounds 
per square inch. 

These loads include the weight of the steel shape itself, which 
should be deducted in order to obtain the external load that it 
will safely carry. In case the shape is used to support a floor, 
the weight of the steel, together with that of the other portions 
of the floor construction, must be deducted in order to obtain the 
net live load which can be safely sustained. Weights of hollow 
tile floor arches and fireproofing material are given on page 69. 
to which should be added the weight of plastering, filling on top 
of arches and the weight of the material forming the surface of the 
floor, in order to obtain the dead load of materials in figuring 
fireproof floors, in addition to the weight of the steel. 

A table of superimposed loads per square foot, exclusive of the 
weights of materials, in accordance with the usual practice for 
different classes of buildings, is given on p. 52. 

The Tables of Safe Loads for Cambria sections used as beams 
and the Tables for Spacing of Cambria I-Beams are calculated on 
the assumption that proper provision has been made for prevent¬ 
ing lateral deflection by means of tie-rods or other braces spaced 
at suitable distances apart; which for beams and channels should 
not exceed twenty times the flange width. In cases where inter¬ 
mediate lateral support is not provided, the safe loads shown in 
the tables must be reduced, and for beams and channels the 





CAMBRIA STEEL. 101 

amount of this reduction can de determined by reference to the 
explanations and tables therefor on pages 82 and 83. 

The thrust of floor arches, which is considerable, particularly in 
the case of long spans or distances between tie-rods, should be 
taken into account where it tends to produce lateral flexure of the 
floor beams. 

Explanations of this and a formula for reducing the unit stresses 
from vertical loading, on account of the additional stresses caused 
by horizontal forces, are given on pages 78 to 81 inclusive. 

In some instances the allowable deflection will govern the 
design rather than the transverse strength, as in the case of beams 
carrying plastered ceilings, in which the deflection should be 
limited to inch per foot of span, or of the distance between 
supports in order to avoid cracking the plaster. 

This limit of deflection is indicated in the tables by full hori¬ 
zontal lines, the figures below which correspond to loads or 
spacings for the given spans that will produce greater deflections 
than the allowable limit for plastered ceilings. 

The deflection limits of the Tables of Safe Loads have been 
calculated for the total loads, including the weight of the section 
used as a beam. The superimposed live load will not produce all 
of this deflection, and therefore the deflection limit of the tables 
includes an element of safety for the reason that the beams will 
be deflected, after being put in place, by their own weight and that 
of the floor materials before the plastering is applied. 

In cases where the deflection limits the use of the beam for the 
safe loads corresponding to the fibre stresses of the tables, the 
beam may be used with a less load such as to produce only the 
allowable deflection. The lesser load corresponding to the limit 
of deflection may be obtained for any span from the Table of 
Safe Loads as follows: 

W = — 3 X - 
Li 2 





102 CAMBRIA STEEL, 

in which 

W = safe load in pounds for the limit of deflection for plastered 
ceilings = of the span. 

W s = safe load of tables next above the line giving the limit of 
deflection. 

L = length of span in feet corresponding to W s from the table 
Li = length of span for the case under consideration. 

This may also be expressed by the following— 

Rule. 

Multiply the safe load next above the heavy line of the tables by 
the square of the corresponding span in feet and divide the product 
by the square of the required span. The result will be the required 
load corresponding to the limit of allowable deflection for plastered 
ceilings. 

A Table of Deflections for Cambria shapes used as beams, sub¬ 
jected to their safe loads uniformly distributed, and accompanying 
explanations with examples, are given on pages 98 and 99. 

TABLES OF SAFE LOADS FOR I-BEAMS AND CHANNELS. 

Tables of Safe Loads for all sizes and weights of Cambria 
I-Beams and channels for the usual spans, expressed in feet, are 
given on pages 106 to 123 inclusive. 

TABLES FOR SPACING OF CAMBRIA I-BEAMS. 

Tables for Spacing of Cambria I-Beams for a total load of 100 
pounds per square foot including the weight of the beam, corre¬ 
sponding to spans from 4 to 48 feet, are given on pages 124 to 135 
inclusive. 

For any given size of beam the spacing or distances from centers 
to centers for different intensities of loading varies inversely as 
the load, so that the spacing for any intensity of loading may be 
found from the tabular spacing by proportion as stated in the 
notes at the foot of the tables. 






CAMBRIA STEEL. 103 


TABLES OF SAFE LOADS FOR ANGLES. 

Tables of uniformly distributed safe loads for the usual sizes of 
angles, are given on pages 138 to 159. In these tables the safe 
loads for equal leg angles are given on the assumption that one 
of the legs of the angle is horizontal and the other leg vertical. 
In the case of angles with unequal legs the safe loads are given 
for both positions, that is, with the long leg vertical and with the 
short leg vertical. 

EXAMPLES OF APPLICATION OF TABLES OF 
SAFE LOADS AND TABLES OF SPACING. 

Example I. 

What is the proper size of beam with a clear span ot 24 feet to 
carry a superimposed load of 30 000 pounds uniformly distributed, 
the deflection to be such as not to crack a plastered ceiling? 

From the Tables of Safe Loads for Cambria I-Beams,page 111, 
it is found that a 15-inch standard beam of this length, weighing 
60 pounds per foot, will carry a gross load of 31 910 pounds, and 
the weight of the beam itself is 60 X 24 = 1440 pounds. Thus 
the net load may be 30 470 pounds, so that this is the proper size 
for the conditions named, as its deflection is within the allowable 
limit, which is shown to be at a span of 30 feet as indicated by the 
horizontal line on the table. 

Similarly it may be found from page 112, that a 15-inch special 
beam, of 60 pounds per foot, will more than suffice, but as this 
section is not regularly kept in stock the standard 15-inch 60- 
pound beam should be ordered if prompt delivery is wanted. 

It may also be found from page 114, that an 18-inch 55-pound 
beam will amply suffice, and as this is both stiffer and lighter than 
the 15-inch 60-pound beams, it could be used with economy if 
otherwise suitable for the location. 

Example II. 

What is the safe load for an 8-inch standard I-Beam weighing 
18.0 pounds per foot for a span of 20 feet, the deflection to be such 
as not to crack a plastered ceiling? 





104 


CAMBRIA STEEL. 


From the Tables of Safe Loads, page 108, it is found that the 
safe load for the beam in question is 7 580 pounds, but this value 
is below the line which indicates the span corresponding to the 
allowable limit of deflection. 

Substituting the proper values in the formula for obtaining the 
reduced load corresponding to the allowable deflection, as given 
on page 101, we have 


W = 


W s XL 2 9 480 X 16 2 

Li 2 20 2 


6 067 pounds. 


which is the safe load required. 

Example III. 

Required the best arrangement of beams for the floor system of 
a building 40 feet wide x 88 feet deep to safely support a live 
load of 100 pounds per square foot, using 10-inch tile arches 
resting on 12-inch I-Beams. 

The weight of the floor materials will be about 50 pounds per 
square foot, allowing 39 pounds for the arch and 11 pounds for 
the other materials, or a total load of 150 pounds per square foot 
to be carried by the beams. 

From the Table of Spacing for I-Beams for a uniform load of 
100 pounds per square foot, page 128, it is seen that 12 " standard 
I-Beams weighing 31| pounds per foot and spaced 9.6 feet apart 
from center to center can be used with a span of 20 feet, and for a 
load of 150 pounds per square foot the spacing will be 


9.6 X 100 
150 


= 6.4 feet. 


This will require one row of interior columns lengthwise of 
building. 

To support the beams at the center of the building will require 
a line of girder beams resting on the columns. Assume the 
columns 22 feet apart, thus dividing the building into 8 bays, 
four on each side of the center. 

The load on each girder will be 


40 

2 


X 22 X 150 = 66 000 pounds. 








CAMBRIA STEEL. 105 


From the Table of Safe Loads,page 111,it is found that this will 
require two 15-inch standard I-Beams, each weighing 60 pounds 
per foot. 

On account of the advisability of spacing the floor beams equally, 
the arrangement outlined above would reduce their distances to 
22 

= 5.5 feet center to center, so that 10-inch I-Beams, weighing 

40 pounds per foot, might be used for the body of the floor, as may 
be determined by referring to the Table of Spacings of Cambria 
I-Beams, page 127, and calculating as before, with the result that 
the allowable spacing for these conditions is found to be 5.7 feet. 
The 10-inch 40-pound beam under these conditions, will, how¬ 
ever, deflect almost to the allowable limit for plastered ceilings, 
besides, they are heavier than the 12-inch 31.5-pound beams 
first considered, so that the latter will be the stiffer and more 
economical. 

Although the load on the girder is not uniformly distributed, 
but concentrated at three points between the supports, the bend¬ 
ing moment in this case will be the same as if the load were figured 
to be distributed uniformly, and for similar cases with different 
spacings the moments would be very nearly identical. 

TABLES OF MAXIMUM BENDING MOMENTS. 

The Tables of Maximum Bending Moments for beams and 
channels given on pages 136 and 137 are useful in determining the 
proper section required to support one or more irregularly located 
concentrated loads or various arrangements of loads to which the 
tables of safe loads uniformly distributed will not apply. 

The method used consists in computing the maximum bending 
moment in foot pounds resulting from the specified loading, the 
proper section corresponding to a fibre stress of 16 000 or 12 500 
lbs. per square inch, being taken directly from the tables without 
further computation. 





106 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 

Safe loads below are figured for fibre stress of 10 000 pounds 
per square inch and include weight of beam. 


Distance 

STANDARD I-BEAMS. 

between 

3 Inch No. B 5. 

4 Inch No. B 9. 


supports 








in feet. 

5.5 

6.5 

7.5 

7.5 

8.5 

9.5 

10.5 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

4410 

4780 

5180 

7950 

' 8470 

9000 

9520 

5 

3530 

3830 

4140 

6360 

6780 

7200 

7610 

6 

2940 

3190 

3450 

5300 

5650 

6000 

6350 

7 

2520 

2730 

2960 

4540 

4840 

5140 

5440 

8 

2210 

2390 

2590 

3980 

4240 

4500 

4760 

9 

1960 

2130 

2300 

3530 

3770 

4000 

4230 

10 

1770 

1910 

2070 

3180 

3390 

3600 

3810 

11 

1600 

1740 

1880 

2890 

3080 

3270 

3460 

12 

1470 

1590 

1730 

2650 

2820 

3000 

3170 

13 

1360 

1470 

1590 

2450 

2610 

2770 

2930 

14 

1260 

1370 

1480 

2270 

2420 

2570 

2720 

15 

1180 

1280 

1380 

2120 

2260 

2400 

2540 

16 

1100 

1200 

1290 

1990 

2120 

2250 

2380 

17 

1040 

1130 

1220 

1870 

1990 

2120 

2240 

18 

980 

1060 

1150 

1770 

1880 

2000 

2120 

19 

930 

1010 

1090 

1670 

1780 

1890 

2000 

20 

880 

960 

1040 

1590 

1690 

1800 

1900 

21 

840 

910 

990 

1510 

1610 

1710 

1810 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = span. 









































CAMBRIA STEEL. 107 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


Distance 


STANDARD 

I-BEAMS. 


between 

5 Inch No. B 13. 

6 Inch No. B 17. 

supports 







in feet. 

9.75 

12.25 

14.75 

12.25 

14.75 

17.25 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

12900 

14520 

16160 

19370 

21320 

23280 

5 

10320 

11620 

12930 

•15490 

•17050 

18620 

6 

8600 

9680 

10770 

12910 

14210 

•15520 

7 

7370 

8300 

9230 

11070 

12180 

13300 

8 

6450 

7260 

8080 

9680 

10660 

11640 

9 

5730 

6460 

7180 

8610 

9470 

10350 

10 

5160 

5810 

6460 

7750 

8530 

9310 

11 

4690 

5280 

5880 

7040 

7750 

8460 

12 

4300 

4840 

5390 

6460 

7110 

7760 

13 

3970 

4470 

4970 

5960 

6560 

7160 

14 

3680 

4150 

4620 

5530 

6090 

6650 

15 

3440 

3870 

4310 

5160 

5680 

6210 

16 

3220 

3630 

4040 

4840 

5330 

5820 

17 

3030 

3420 

3800 

4560 

5020 

5480 

18 

2870 

3230 

3590 

4300 

4740 

5170 

19 

2720 

3060 

3400 

4080 

4490 

4900 

20 

2580 

2900 

3230 

3870 

4260 

4660 

21 

2460 

2770 

3080 

3690 

4060 

4430 

22 

2340 

2640 

2940 

3520 

3880 

4230 

23 

2240 

2530 

2810 

3370 

3710 

4050 

24 

2150 

2420 

2690 

3230 

3550 

3880 

25 

2060 

2320 

2590 

3100 

3410 

3720 

26 

1980 

2230 

2490 

2980 

3280 

3580 

27 

1910 

2150 

2390 

2870 

3160 

3450 

28 

• • • • 

• • • • 

• • • • 

2770 

3050 

3330 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = span. 
Above single dot, safe loads are too great for standard con¬ 


nections. 





































108 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


Distance 

STANDARD I-BEAMS. 

between 

7 Inch No. B 21. 

8 Inch No. B 25. 

supports 








in feet. 

15 

17.5 

20 

18.00 

20.25 

22.75 

25.25 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

?7finn 

29850 

92140 





5 

UOu 

22080 

23880 

25710 

30330 

32100 

34190 

36290 

6 

18400 

19900 

21430 

25280 

26750 

28500 

•30240 

7 

•15770 

•17060 

18370 

21670 

22930 

24420 

25920 

8 

13800 

14930 

•16070 

18960 

20060 

21370 

22680 

9 

12270 

13270 

14280 

16850 

17830 

19000 

20160 

10 

11040 

11940 

12860 

15170 

16050 

17100 

18140 

11 

10040 

10860 

11690 

13790 

14590 

15540 

16490 

12 

9200 

9950 

10710 

12640 

13380 

14250 

15120 

13 

8490 

9190 

9890 

11670 

12350 

13150 

13960 

14 

7890 

8530 

9180 

10830 

11470 

12210 

12960 

15 

7360 

7960 

8570 

10110 

10700 

11400 

12100 

16 

6900 

7460 

8030 

9480 

10030 

10690 

11340 

17 

6490 

7020 

7560 

8920 

9440 

10060 

10670 

18 

6130 

6630 

7140 

8430 

8920 

9500 

10080 

19 

5810 

6280 

6770 

7980 

8450 

9000 

9550 

20 

5520 

5970 

6430 

7580 

8030 

8550 

9070 

21 

5260 

5690 

6120 

7220 

7640 

8140 

8640 

22 

5020 

5430 

5840 

6890 

7300 

7770 

8250 

23 

4800 

5190 

5590 

6590 

6980 

7430 

7890 

24 

4600 

4980 

5360 

6320 

6690 

7120 

7560 

25 

4420 

4780 

5140 

6070 

6420 

6840 

7260 

26 

4250 

4590 

4940 

5830 

6170 

6580 

6980 

27 

4090 

4420 

4760 

5620 

5940 

6330 

6720 

28 

3940 

4260 

4590 

5420 

5730 

6110 

6480 

29 

3810 

4120 

4430 

5230 

5530 

5900 

6260 


— 





— 



For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = ^ span. 

Above single dot, safe loads are too great for standard con¬ 
nections. 




) 












































CAMBRIA STEEL. 


109 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


STANDARD I-BEAMS. 


Distance 


between 

supports 

9 Inch No. B 29. 

10 Inch No. B 33. 

in feet. 

21 

25 

30 

35 

25 

30 

35 

40 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

8 

25160 

27240 

30180 

33120 





9 

22370 

24210 

26830 

29440 

• • • • 

• • • • 


• • • • 

10 

20130 

21790 

24150 

26500 

26050 

28620 

31240 

33850 

11 

18300 

19810 

21950 

24090 

23680 

26020 

28400 

30780 

12 

16770 

18160 

20120 

22080 

21710 

23850 

26030 

28210 

13 

15480 

16760 

18570 

20380 

20040 

22020 

24030 

26040 

14 

14380 

15570 

17250 

18930 

18610 

20450 

22310 

24180 

15 

13420 

14530 

16100 

17670 

17360 

19080 

20830 

22570 

16 

12580 

13620 

15090 

16560 

16280 

17890 

19520 

21160 

17 

11840 

12820 

14200 

15590 

15320 

16840 

18380 

19910 

18 

11180 

12110 

13410 

14720 

14470 

15900 

17350 

18810 

19 

10590 

11470 

12710 

13950 

13710 

15070 

16440 

17820 

20 

10064 

10900 

12070 

13250 

13020 

14310 

15620 

16930 

21 

9590 

10380 

11500 

12620 

12400 

13630 

14880 

16120 

22 

9150 

9910 

10980 

12050 

11840 

13010 

14200 

15390 

23 

8750 

9480 

10500 

11520 

11320 

12450 

13580 

14720 

24 

8390 

9080 

10060 

11040 

10850 

11930 

13020 

14110 

25 

8050 

8720 

9660 

10600 

10420 

11450 

12500 

13540 

26 

7740 

8380 

9290 

10190 

10020 

11010 

12020 

13020 

27 

7460 

8070 

8940 

9810 

9650 

10600 

11570 

12540 

28 

7190 

7780 

8620 

9460 

9300 

10220 

11160 

12090 

29 

6940 

7510 

8330 

9140 

8980 

9870 

10770 

11670 

30 

6710 

7260 

8050 

8830 

8680 

9540 

10410 

11280 

31 

6490 

7030 

7790 

8550 

8400 

9230 

10080 

10920 

32 





8140 

8950 

9760 

10580 

33 

• • • • 

.... 

• • • • 

.... 

7890 

8670 

9470 

10260 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = span. 





































110 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


Distance 

between 

STANDARD 

I-BEAMS. 

SPECIAL 

I-BEAMS. 

supports 

12 Inch No. 

B 41. 

12 Inch No. B 105. 

in feet. 

31.5 

35 

40 

40 

45 

50 

55 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

38370 

40580 

43720 

47810 

50790 

53930 

57070 

11 

34880 

36890 

39740 

43470 

46180 

•49030 

•51880 

12 

31970 

33820 

36430 

39840 

42330 

44940 

47560 

13 

29510 

31220 

33630 

36780 

39070 

41480 

43900 

14 

27400 

28990 

31230 

34150 

36280 

38520 

40760 

15 

25580 

27050 

29140 

31880 

33860 

35950 

38040 

16 

23980 

25360 

27320 

29880 

31750 

33710 

35670 

17 

22570 

23870 

25720 

28130 

29880 

31720 

33570 

18 

21310 

22540 

24290 

26560 

28220 

29960 

31700 

19 

20190 

21360 

23010 

25160 

26730 

28380 

30040 

20 

19180 

20290 

21860 

23910 

25400 

26960 

28530 

21 

18270 

19320 

20820 

22770 

24190 

25680 

27170 

22 

17440 

18450 

19870 

21730 

23090 

24510 

25940 

23 

16680 

17640 

19010 

20790 

22080 

23450 

24810 

24 

15990 

16910 

18220 

19920 

21160 

22470 

23780 

25 

15350 

16230 

17490 

19130 

20320 

21570 

22830 

26 

14760 

15610 

16810 

18390 

19540 

20740 

21950 

27 

14210 

15030 

16190 

17710 

18810 

19970 

21140 

28 

13700 

14490 

15610 

17080 

18140 

19260 

20380 

29 

13230 

13990 

15070 

16490 

17510 

18600 

19680 

30 

12790 

13530 

14570 

15940 

16930 

17980 

19020 

31 

12380 

13090 

14100 

15420 

16380 

17400 

18410 

32 

11990 

12680 

13660 

14940 

15870 

16850 

17830 

33 

11630 

12300 

13250 

14490 

15390 

16340 

17290 

34 

11280 

11940 

12860 

14060 

14940 

15860 

16780 

35 

10960 

11590 

12490 

13660 

14510 

15410 

16300 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = 3 -^ span. 

Above single dot, safe loads are too great for standard con¬ 
nections. 







































CAMBRIA STEEL. 


Ill 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


Distance 

between supports 


STANDARD I-BEAM. 
15 Inch No. B 53. 


in feet 


42 

lbs. 


45 

lbs. 


50 

lbs. 


55 60 

lbs. lbs. 


10 


62830 


64830 


68750 


72670 


76600 


11 

12 

13 

14 

15 


57120 

52360 

48330 

44880 

41880 


58940 

54030 

49870 

46310 

43220 


62500 

57290 

52890 

49110 

45840 


•66070 

60560 

55900 

51910 

48450 


•69630 

63830 

58920 

54710 

51060 


16 

17 

18 

19 

20 


39270 

36960 

34900 

33070 

31410 


40520 

38140 

36020 

34120 

32420 


42970 

40440 

38200 

36190 

34380 


45420 

42750 

40370 

38250 

36340 


47870 

45060 

42550 

40310 

38300 


21 

22 

23 

24 

25 


29920 

28560 

27320 

26180 

25130 


30870 

29470 

28190 

27010 

25930 


32740 

31250 

29890 

28650 

27500 


34610 

33030 

31600 

30280 

29070 


36470 

34820 

33300 

31910 

30640 


26 

24160 

24940 

27 

23270 

24010 

28 

22440 

23150 

29 

21660 

22360 

30 

20940 

21610 

31 

20270 

20910 

32 

19630 

20260 

33 

19040 

19650 

34 

18480 

19070 

35 

17950 

18520 


26440 

27950 

29460 

25460 

26920 

28370 

24550 

25960 

27360 

23710 

25060 

26410 

22920 

24220 

25530 

22180 

23440 

24710 

21490 

22710 

23940 

20830 

22020 

23210 

20220 

21370 

22530 

19640 

20760 

21880 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = gio span. 

Above single dot, safe loads are too great for standard con¬ 
nections. 

























112 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


Distance 


SPECIAL I-BEAM. 


15 Inch No. B 109. 


ueiwcmi auppuita 

in feet. 

60 

lbs. 

65 

lbs. 

70 

lbs. 

75 

lbs. 

30 

lbs. 

10 

86610 

90470 

94390 

98310 

102230 

11 

78740 

82240 

85810 

89370 

92940 

12 

72180 

75390 

78660 

81920 

85190 

13 

•66630 

•69590 

72610 

75620 

78640 

14 

61870 

64620 

•67420 

• 70220 

73020 

15 

57740 

60310 

62920 

65540 

•68150 

16 

54130 

56540 

58990 

61440 

63890 

17 

50950 

53220 

55520 

57830 

60140 

18 

48120 

50260 

52440 

54620 

56790 

19 

45590 

47610 

49680 

51740 

53810 

20 

43310 

45230 

47190 

49150 

51120 

21 

41240 

43080 

44950 

46810 

48680 

22 

39370 

41120 

42900 

44690 

46470 

23 

37660 

39330 

41040 

42740 

44450 

24 

36090 

37690 

39330 

40960 

42600 

25 

34650 

86190 

37750 

39320 

40890 

26 

33310 

34790 

36300 

37810 

39320 

27 

32080 

33510 

34960 

36410 

37860 

28 

30930 

32310 

33710 

35110 

36510 

29 

29870 

31200 

32550 

33900 

35-250 

30 

28870 

30160 

31460 

32770 

34080 

31 

27940 

29180 

30450 

31710 

32980 

32 

27070 

28270 

29500 

30720 

31950 

33 

26250 

27410 

28600 

29790 

30980 

34 

25470 

26610 

27760 

28910 

30070 

35 

24750 

25850 

26970 

28090 

29210 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = ^ span. 

Above single dot, safe loads are too great for standard con¬ 
nections. 

























CAMBRIA STEEL. 


113 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


SPECIAL I-BEAM. 


Distance 


15 Inch No. B 113. 


between supports 

in feet. 

80 

lbs. 

85 

lbs. 

90 

lbs. 

95 

lbs. 

100 

lbs. 

10 

112230 

116030 

119960 

123880 

127800 

11 

102030 

105490 

109050 

112620 

116180 

12 

93520 

96700 

99960 

103230 

106500 

13 

86330 

89260 

92270 

95290 

98310 

14 

80160 

82880- 

85680 

88480 

91280 

15 

74820 

77360 

79970 

82580 

85200 • 

16 

•70140 

72520 

74970 

77420 

79870 

17 

66020 

•68260 

•70560 

72870 

75180 

18 

62350 

64460 

66640 

•68820 

71000 

19 

59070 

61070 

63130 

65200 

•67260 

20 

56110 

58020 

59980 

61940 

63900 

21 

53440 

55250 

57120 

58990 

60860 

22 

51010 

52740 

54530 

56310 

58090 

23 

48800 

50450 

52150 

53860 

55560 

24 

46760 

48350 

49980 

51620 

53250 

25 

44890 

46410 

47980 

49550 

51120 

26 

43170 

44630 

46140 

47650 

49150 

27 

41570 

42980 

44430 

45880 

47330 

28 

40080 

41440 

42840 

44240 

45640 

29 

38700 

40010 

41360 

42720 

44070 

30 

37410 

38680 

39990 

41290 

42600 

31 

36200 

37430 

38700 

39960 

41230 

32 * 

35070 

36260 

37490 

38710 

39940 

33 

34010 

35160 

36350 

37540 

38730 

34 

33010 

34130 

35280 

36430 

37590 

35 

32070 

33150 

34270 

35390 

36510 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = span. 
Above single dot, safe loads are too great for standard con¬ 


nections. 



























114 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


Distance 


STANDARD I-BEAMS. 


between 

supports 

18 Inch No. B 65. 

20 Inch No. B 73. 

in feet. 

55 

60 

65 

70 

65 

70 

75 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

14 

67350 

71260 

74620 

77990 

89110 

92940 

96670 

15 

62860 

•66510 

•69650 

72790 

83170 

86740 

90230 

16 

58930 

62360 

65300 

•68240 

77970 

81320 

84590 

17 

55460 

58650 

61460 

64220 

73380 

76540 

79610 

18 

52380 

55430 

58040 

60660 

•69310 

72280 

75190 

19 

49630 

52510 

54990 

57460 

65660 

•68480 

71230 

20 

47140 

49880 

52240 

54590 

62370 

65060 

•67670 

21 

44900 

47510 

49750 

51990 

59400 

61960 

64450 

22 

42860 

45350 

47490 

49360 

56700 

59140 

61520 

23 

40990 

43380 

45420 

47470 

54240 

56570 

58840 

24 

39290 

41570 

43530 

45490 

51980 

54210 

56390 

25 

37720 

39910 

41790 

43670 

49900 

52040 

54140 

26 

36260 

38370 

40180 

41990 

47980 

50040 

52050 

27 

34920 

36950 

38690 

40440 

46200 

48190 

50130 

28 

33670 

35630 

37310 

38990 

44550 

46470 

48340 

29 

32510 

3^400 

36030 

37650 

43020 

44870 

46670 

30 

31430 

33260 

34820 

36390 

41580 

43370 

45110 

31 

30420 

32180 

33700 

35220 

40240 

41970 

43660 

32 

29460 

31200 

32650 

34120 

38980 

40660 

42290 

33 

28570 

30230 

31660 

33080 

37800 

39430 

41010 

34 

27730 

29340 

30730 

32110 

36690 

38270 

39810 

35 

26940 

28510 

29850 

31190 

35640 

37170 

38670 

36 

26190 

27710 

29020 

30330 

34650 

36140 

37590 

37 

25480 

26960 

28240 

29510 

33720 

35160 

36580 

38 

24810 

26250 

27490 

28730 

32830 

34240 

35620 

39 

24180 

25580 

26790 

27990 

31990 

33360 

34700 

40 

23570 

24940 

26120 

27290 

31190 

32530 

33830 


X VI vv aivu v y tilt UtllttUUUO Will UC 

greater than the allowable limit for plastered ceilings = 3 -^ span. 

Above single dot, safe loads are too great for standard con¬ 
nections. 





























CAMBRIA STEEL. 115 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


SPECIAL I-BEAM. 

Distance 

between supports 20 Inch. No. B 121. 


in feet. 


XU loot. 

80 

lbs. 

85 

lbs. 

90 

lbs. 

95 

lbs. 

100 

lbs. 

16 

97750 

100570 

103840 

107100 

110370 

17 

92000 

94650 

97730 

100800 

103880 

18 

86890 

89390 

92300 

95200 

98110 

19 

82320 

84690 

87440 

90190 

92950 

20 

78200 

80460 

83070 

85680 

88300 

21 

74480 

76620 

79110 

81600 

84090 

22 

71090 

73140 

75520 

77890 

80270 

23 

•68000 

•69960 

72230 

74510 

76780 

24 

65170 

67050 

•69220 

71400 

73580 

25 

62560 

64360 

66460 

•68550 

•70640 

26 

60160 

61890 

63900 

65910 

67920 

27 

57930 

59600 

61530 

63470 

65410 

28 

55860 

57470 

59340 

61200 

63070 

29 

53930 

55490 

57290 

59090 

60900 

30 

52140 

53640 

55380 

57120 

58870 

31 

50450 

51910 

53590 

55280 

56970 

32 

48880 

50280 

51920 

53550 

55190 

33 

47400 

48760 

50350 

51930 

53510 

34 

46000 

47330 

48860 

50400 

51940 

35 

44690 

45970 

47470 

48960 

50460 

36 

43450 

44700 

46150 

47600 

49050 

37 

42270 

43490 

44900 

46320 

47730 

38 

41160 

42340 

43720 

45100 

46470 

39 

40100 

41260 

42600 

43940 

45280 

40 

39100 

40230 

41530 

42840 

44150 


Above single dot, safe loads are too great for standard con¬ 
nections. 

























116 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


STANDARD I-BEAM. 

Distance _ 

between supports 24 Inch. No. B 89. 


in feet. 

80 

lbs 

85 

lbs. 

90 

lbs. 

95 

lbs. 

100 

lbs. 

18 

103070 

107050 

110540 

114020 

117510 

19 

97650 

•101420 

•104720 

108020 

111330 

20 

92770 

96350 

99480 

•102620 

•105760 

21 

88350 

91760 

94750 

97740 

100720 

22 

84330 

87590 

90440 

93290 

96140 

23 

80670 

83780 

86510 

89240 

91960 

24 

77300 

80290 

82900 

85520 

88130 

25 

74210 

77080 

79590 

82100 

86410 

26 

71360 

74110 

76530 

78940 

81350 

27 

68720 

71370 

73690 

76020 

78340 

28 

66260 

68820 

71060 

73300 

75540 

29 

63980 

66450 

68610 

70770 

72940 

30 

61840 

64230 

66320 

68410 

70510 

31 

59850 

62160 

64180 

66210 

68230 

32 

57980 

60220 

62180 

64140 

66100 

33 

56220 

58390 

60290 

62200 

64100 

34 

54570 

56680 

58520 

60370 

62210 

35 

53010 

55060 

56850 

58640 

60430 

36 

51540 

53530 

55270 

57010 

58760 

_ 37 

50140 

52080 

53780 

55470 

57170 

38 

48820 

50710 

52360 

54010 

55660 

39 

47570 

49410 

51020 

52630 

54240 

40 

46380 

48170 

49740 

51310 

52880 

41 

45280 

47000 

48530 

50060 

51590 

42 

44170 

45880 

47370 

48870 

50360 

43 

43150 

44810 

46270 

47730 

49190 

44 

42170 

43790 

45220 

46650 

48070 

45 

41230 

42820 

44220 

45610 

47000 

46 

40330 

v 41890 

43250 

44620 

45980 

47 

39470 

41000 

42330 

43670 

45000 

48 

38650 

40140 

41450 

42760 

44070 


Above single dot, safe loads are too great for standard 
connections. 























CAMBRIA STEEL. 117 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA I-BEAMS. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of beam. 


Distance 

between 

supports 

in feet. 

SPECIAL I-BEAM. 

24 Inch No. B 127. 

105 

lbs. 

110 

lbs. 

115 

lbs. 

18 

138840 

142390 

145950 

19 

131530 

134890 

138270 

20 

124950 

128150 

131350 

21 

119000 

122050 

125100 

22 

113590 

116500 

119410 

23 

108660 

111440 

114220 

24 

* 104130 

106790 

109460 

25 

99960 

• 102530 

• 105080 

26 

96120 

98580 

101040 

27 

92560 

94930 

97300 

28 

89250 

91540 

93830 

29 

86170 

88380 

90590 

30 

83300 

85440 

87570 

31 

80620 

82680 

84740 

32 

78100 

80100 

82100 

33 

75730 

77670 

79610 

34 

73500 

75380 

77270 

35 

71400 

73230 

75060 

36 

69420 

71200 

72970 

37 

67540 

69270 

71000 

38 

65770 

67450 

69130 

39 

64080 

65720 

67360 

40 

62480 

64080 

65680 

41 

60950 

62510 

64080 

42 

59500 

61030 

62550 

43 

58120 

59610 

61090 

44 

56800 

58250 

59710 

45 

55530 

56960 

58380 

46 

54330 

55720 

57110 

47 

53170 

54530 

55890 

48 

52060 

53400 

54730 


Above single dot, safe loads are too great for standard 
connections. 



























118 CAMBRIA STEEL. 

_ 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA CHANNELS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of channel. 


STANDARD CHANNELS. 

Distance 










between 

3InchNo.C5. 

4 Inch No. C 9. 

6 Inch No. C 13. 

supports 










in feet. 

4 

5 

6 

6.25 

6.25 

7.25 

6.5 

9 

11.5 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

2910 

3290 

3680 

5060 

5570 

6090 

7910 

9460 

11100 

5 

2330 

2630 

2940 

4050 

4450 

4870 

6330 

7570 

8880 

6 

1940 

2190 

2450 

3370 

3710 

4060 

5270 

6310 

7400 

7 

1660 

1880 

2100 

2890 

3180 

3480 

4520 

5410 

6340 

8 

1450 

1640 

1840 

2530 

2780 

3050 

3960 

4730 

5550 

9 

1290 

1460 

1630 

2250 

2470 

2710 

3520 

4210 

4930 

10 

1160 

1310 

1470 

2020 

2230 

2440 

3160 

3790 

4440 

11 

1060 

1190 

1340 

1840 

2020 

2210 

2880 

3440 

4040 

12 

970 

1100 

1230 

1690 

1860 

2030 

2640 

3150 

3700 

13 

890 

1010 

1130 

1560 

1710 

1870 

2430 

2910 

3410 

14 

830 

940 

1050 

1440 

1590 

1740 

2260 

2700 

3170 

15 

780 

880 

980 

1350 

1480 

1620 

2110 

2520 

2960 

16 

730 

820 

920 

1260 

1390 

1520 

1980 

2370 

2770 

17 

680 

770 

870 

1190 

1310 

1430 

1860 

2230 

2610 

18 

650 

730 

820 

1120 

1240 

1350 

1760 

2100 

2470 

19 

610 

690 

770 

1060 

1170 

1280 

1670 

1990 

2340 

20 

580 

660 

740 

1010 

1110 

1220 

1580 

1890 

2220 

21 

550 

630 

700 

960 

1060 

1160 

1510 

1800 

2110 

22 

530 

600 

670 

920 

1010 

1110 

1440 

1720 

2020 

23 

510 

570 

640 

880 

970 

1060 

1380 

1650 

1930 

24 

480 

550 

610 

840 

930 

1020 

1320 

1580 

1850 

25 

470 

530 

590 

810 

890 

970 

1270 

1510 

1780 

For safe loads below the heavy lines, the deflections will be 

greater than the allowable limit for plastered ceilings = span. 















































CAMBRIA STEEL. 119 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA CHANNELS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of channel. 


STANDARD CHANNELS. 


Distance 

between 

6 Inch No. C17. 


7 Inch No. C 21. 


supports 

in feet. 

8 

10.5 

13 

15.5 

9.75 

12.25 

14.75 

17.25 

19.75 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

11550 

13440 

15400 

17360 

16070 

18410 

20700 

22990 

25280 

5 

9240 

10750 

12320 

13890 

12850 

•14730 

*16560 

18390 

20220 

6 

7700 

8960 

10270 

11570 

10710 

12280 

13800 

•15330 

•16850 

7 

6600 

7680 

8800 

9920 

9180 

10520 

11830 

13140 

14440 

8 

5780 

6720 

7700 

8680 

8030 

9210 

10350 

11490 

12640 

9 

5130 

5970 

6840 

7720 

7140 

8180 

9200 

10220 

11230 

10 

4620 

5380 

6160 

6940 

6430 

7370 

8280 

9200 

10110 

11 

4200 

4890 

5600 

6310 

5840 

6700 

7530 

8360 

9190 

12 

3850 

4480 

5130 

5790 

5360 

6140 

6900 

7660 

8430 

13 

3550 

4130 

4740 

5340 

4940 

5670 

6370 

7070 

7780 

14 

3300 

3840 

4400 

4960 

4590 

5260 

5910 

6570 

7220 

15 

3080 

3580 

4110 

4630 

4280 

4910 

5520 

6130 

6740 

16 

2890 

3360 

3850 

4340 

4020 

4600 

5180 

5750 

6320 

17 

2720 

3160 

3620 

4080 

3780 

4330 

4870 

5410 

5950 

18 

2570 

2990 

3420 

3860 

3570 

4090 

4600 

5110 

5620 

19 

2430 

2830 

3240 

3650 

3380 

3880 

4360 

4840 

5320 

20 

2310 

2690 

3080 

3470 

3210 

3680 

4140 

4600 

5060 

21 

2200 

2560 

2930 

3310 

3060 

3510 

3940 

4380 

4810 

22 

2100 

2440 

2800 

3160 

2920 

3350 

3760 

4180 

4600 

23 

2010 

2340 

2680 

3020 

" 2790 

3200 

3600 

4000 

4400 

24 

1930 

2240 

2570 

2890 

2680 

3070 

3450 

3830 

4210 

25 

1850 

2150 

2460 

2780 

2570 

2950 

3310 

3680 

4040 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = span. 

Above single dot, safe loads are too great for standard con¬ 
nections. 












































120 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA CHANNELS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of channel. 


STANDARD CHANNELS. 


Distance 

between 


8 Inch No. C 25. 


9 Inch No. C 29. 

supports 

in feet. 

11.25 

13.75 

16.25 

18.75 

21.25 

13.25 

15 

20 

25 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

21530 

24000 

26610 

29230 

31840 

28040 

30130 

36020 

,41900 

5 

17230 

19200 

21290 

23380 

25470 

22430 

24110 

28810 

§3520 

6 

14360 

16000 

17740 

19480 

21230 

18690 

20090 

24010 

27930 

7 

12310 

13710 

15210 

16700 

18200 

16020 

17220 

20580 

23940 

8 

10770 

12000 

13310 

14610 

15920 

14020 

15070 

18010 

20950 

9 

9570 

10670 

11830 

12990 

14150 

12460 

13390 

16010 

18620 

10 

8610 

9600 

10650 

11690 

12740 

11220 

12050 

14410 

16760 

11 

7830 

8730 

9680 

10630 

11580 

10200 

10960 

13100 

15240 

12 

7180 

8000 

8870 

9740 

10610 

9350 

10040 

12010 

13970 

13 

6630 

7380 

8190 

8990 

9800 

8630 

9270 

11080 

12890 

14 

6150 

6860 

7600 

8350 

9100 

8010 

8610 

10290 

11970 

15 

5740 

6400 

7100 

7790 

8490 

7480 

8040 

9600 

11170 

16 

5380 

6000 

6650 

7310 

7960 

7010 

7530 

9000 

10470 

17 

5070 

5650 

6260 

6880 

7490 

6600 

7090 

8470 

9860 

18 

4790 

5330 

5910 

6490 

7080 

6230 

6700 

8000 

9310 

19 

4530 

5050 

5600 

6150 

6700 

5900 

6340 

7580 

8820 

20 

4310 

4800 

5320 

5850 

6370 

5610 

6030 

7200 

8380 

21 

4100 

4570 

5070 

5570 

6070 

5340 

5740 

6860 

7980 

22 

3920 

4360 

4840 

5310 

5790 

5100 

5480 

6550 

7620 

23 

3750 

4170 

4630 

5080 

5540 

4880 

5240 

6260 

7290 

24 

3590 

4000 

4440 

4870 

5310 

4670 

5020 

6000 

6980 

25 

3450 

3840 

4260 

4680 

5090 

4490 

4820 

5760 

6700 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = 3 ^ span. 

Above single dot, safe loads are too great for standard con¬ 
nections. 







































CAMBRIA STEEL. 


121 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA CHANNELS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of channel. 


STANDARD CHANNEL. 


Distance 

between supports 


10 Inch No. C 33. 


in feet. 

16 

20 

25 

30 

35 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

14270 

16790 

19410 

22020 

24640 

11 

12970 

15270 

17640 

20020 

22400 

12 

11890 

14000 

16170 

18350 

20530 

13 

10980 

12920 

14930 

16940 

18950 

14 

10190 

12000 

13860 

15730 

17600 

15 

9510 

11200 

12940 

14680 

16430 

16 

8920 

10500 

12130 

13760 

15400 

17 

8390 

9880 

11420 

12950 

14490 

18 

7930 

9330 

10780 

12240 

13690 

19 

7510 

8840 

10220 

11590 

12970 

20 

7130 

8400 

9700 

11010 

12320 

21 

6790 

8000 

9240 

10490 

11730 

22 

6490 

7630 

8820 

10010 

11200 

23 

6200 

7300 

8440 

9580 

10710 

24 

5940 

7000 

8090 

9180 

10270 

25 

5710 

6720 

7760 

8810 

9860 

26 

5490 

6460 

7460 

8470 

9480 

27 

5280 

6220 

7190 

8160 

9130 

28 

5100 

6000 

6930 

7870 

8800 

29 

4920 

5790 

6690 

7590 

8500 

30 

4760 

5600 

6470 

7340 

8210 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = span. 





























122 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA CHANNELS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of channel. 




STANDARD CHANNEL. 

/ 

Distance 

between supports 


12 Inch No. C 41. 


in feet. 







20.5 

25 

30 

35 

40 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

22780 

25600 

28740 

31870 

35010 

11 

20700 

23270 

26120 

28980 

31830 

12 

18980 

21330 

23950 

26560 

29180 

13 

17520 

19690 

22110 

24520 

26930 

14 

16270 

18290 

20530 

22770 

25010 

15 

15180 

17070 

19160 

21250 

23340 

16 

14230 

16000 

17960 

19920 

21880 

17 

13400 

15060 

16900 

18750 

20600 

18 

12650 

14220 

15970 

17710 

19450 

19 

11990 

13470 

15120 

16780 

18430 

20 

11390 

12800 

14370 

15940 

17510 

21 

10850 

12190 

13680 

15180 

16670 

22 

10350 

11640 

13060 

14490 

15910 

23 

9900 

11130 

12490 

13860 

15220 

24 

9490 

10670 

11970 

13280 

14590 

25 

9110 

10240 

11490 

12750 

14000 

26 

8760 

9850 

11050 

12260 

13470 

27 

8440 

9480 

10640 

11810 

12970 

28 

8130 

9140 

10260 

11380 

12500 

29 

7850 

8830 

9910 

10990 

12070 

30 

7590 

8530 

9580 

10620 

11670 


For safe loads below the heavy lines, the deflections will be 
greater than the allowable limit for plastered ceilings = span. 





























CAMBRIA STEEL. 


123 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA CHANNELS. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of channel. 


Distance 

■between 


STANDARD CHANNEL. 


15 Inch No. C 53. 


in feet. 

33 

lbs. 

35 

lbs. 

40 

lbs. 

45 

lbs. 

60 

lbs. 

55 

lbe. 

10 

44450 

45500 

49420 

53350 

57270 

61190 

11 

40410 

41370 

44930 

48500 

52060 

55630 

12 

37040 

37920 

41190 

44460 

47720 

50990 

13 

34190 

35000 

38020 

41040 

44050 

47070 

14 

31750 

32500 

35300 

38100 

40910 

43710 

15 

29630 

30340 

32950 

35560 

38180 

40790 

16 

27780 

28440 

30890 

33340 

35790 

38240 

17 

26150 

26770 

29070 

31380 

33690 

35990 

18 

24700 

25280 

27460 

29640 

31820 

33990 

19 

23400 

23950 

26010 

28080 

30140 

32210 

20 

22230 

22750 

24710 

26670 

28630 

30590 

21 

21170 

21670 

23540 

25400 

27270 

29140 

22 

20210 

20680 

22470 

24250 

26030 

27810 

23 

19330 

19780 

21490 

23190 

24900 

26600 

24 

18520 

18960 

20590 

22230 

23860 

25500 

25 

17780 

18200 

19770 

21340 

22910 

24480 

26 

17100 

17500 

19010 

20520 

22030 

23530 

27 

16460 

16850 

18310 

19760 

21210 

22660 

28 

15880 

16250 

17650 

19050 

20450 

21850 

29 

15330 

15690 

17040 

18400 

19750 

21100 

30 

14820 

15170 

16470 

17780 

19090 

20400 
























124 


CAMBRIA STEEL. 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 


STANDARD I- 

■BEAMS. 


between 









3 Inch No. B 5. 

4 Inch No. B 9. 


supports 








in feet. 

5.5 

6.5 

7.5 

7.5 

8.5 

9.5 

10.5 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

11.0 

12.0 

12.9 

19.9 

21.2 

22.5 

23.8 

5 

7.1 

7.7 

8.3 

12.7 

13.6 

14.4 

15.2 

6 

4.9 

5.3 

5.8 

8.8 

9.4 

10.0 

10.6 

7 

3.6 

3.9 

4.2 

6.5 

6.9 

7.3 

7.8 

8 

2.8 

3.0 

3.2 

5.0 

5.3 

5.6 

5.9 

9 

2.2 

2.4 

2.6 

3.9 

4.2 

4.4 

4.7 

10 

1.8 

1.9 

2.1 

3.2 

3.4 

3.6 

3.8 

11 

1.5 

1.6 

1.7 

2.6 

2.8 

3.0 

3.1 

12 

1.2 

1.3 

1.4 

2.2 

2.4 

2.5 

2.6 

13 

1.0 

1.1 

1.2 

1.9 

2.0 

2.1 

2.3 

14 

. 

1.0 

1.1 

1.6 

1.7 

1.8 

1.9 

15 




1.4 

1.5 

1.6 

1.7 

16 




1.2 

1.3 

1.4 

1.5 

17 




1.1 

1.2 

1.2 

1.3 

18 




1.0 

1.0 

1.1 

1.2 

19 






1.0 

1.1 

20 







1.0 










For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = ^ span. 

Spacings for other intensities of loading may be obtained from those in tables 
as follows: 

Intensity ofloading from table , _ , . 

Required spacing= j^ ew i ntens i ty 0 f loading —* Computed spacing from table. 


















































CAMBRIA STEEL. 


125 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 


Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 

STANDARD I-BEAMS. 

between 

5 Inch No. B 13. 

6 Inch No. B 17. 

supports 
in feet 

9.75 

12.25 

14.75 

12.25 

14.75 

17.25 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

32.2 

36.3 

40.4 

48.4 

53.3 

58.2 

5 

20.6 

23.2 

25.9 

•31.0 

•34.1 

37.2 

6 

14.3 

16.1 

18.0 

21.5 

23.7 

•25.9 

7 

10.5 

11.9 

13.2 

15.8 

17.4 

19.0 

8 

8.1 

9.1 

10.1 

12.1 

13.3 

14.5 

9 

6.4 

7.2 

8.0 

9.6 

10.5 

11.5 

10 

5.2 

5.8 

6.5 

7.7 

8.5 

9.3 

11 

4.3 

4.8 

5.3 

6.4 

7.0 

7.7 

12 

3.6 

4.0 

4.5 

5.4 

5.9 

6.5 

13 

3.1 

3.4 

3.8 

4.6 

5.0 

5.5 

14 

2.6 

3.0 

3.3 

4.0 

4.4 

4.8 

15 

2.3 

2.6 

2.9 

3.4 

3.8 

4.1 

16 

2.0 

2.3 

2.5 

3.0 

3.3 

3.6 

17 

1.8 

2.0 

2.2 

2.7 

3.0 

3.2 

18 

1.6 

1.8 

2.0 

2.4 

2.6 

2.9 

19 

1.4 

1.6 

1.8 

2.1 

2.4 

2.6 

20 

1.3 

1.5 

1.6 

1.9 

2.1 

2.3 

21 

1.2 

1.3 

1.5 

1.8 

1.9 

2.1 

22 

1.1 

1.2 

1.3 

1.6 

1.8 

1.9 

23 

1.0 

1.1 

1.2 

1.5 

1.6 

1.8 

24 


1.0 

1.1 

1.3 

1.5 

1.6 

25 



1.0 

1.2 

1.4 

1.5 

26 



1.0 

1.1 

1.3 

1.4 

27 




1.1 

1.2 

1.3 

28 




1.0 

1.1 

1.2 


For spacings above single dot the safe loads are too great for standard 


connections. 


For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = ^ span. 

Spacings for other intensities of loading may be obtained from those in tables 
as follows: . 

Required spacing. ''NeTLlsUy'ofloldi^ T* Computedspacin S 


•# 







































126 


CAMBRIA STEEL. 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 


STANDARD I- 

-BEAMS. 


between 

7 Inch No. B 21. 

8 Inch No. B 25. 

supports 








in feat 

15 

17.5 

20 

18.00 

20.25 

22.75 

25.25 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

4 

69.0 

74.6 

80.3 


• 



5 

44.2 

47.8 

51.4 

60.7 

64.2 

68.4 

72.6 

6 

30.7 

33.2 

35.7 

42.1 

44.6 

47.5 

•50.4 

7 

•22.5 

•24.4 

26.2 

31.0 

32.8 

34.9 

37.0 

8 

17.3 

18.7 

•20.1 

23.7 

25.1 

26.7 

28.3 

9 

13.6 

14.7 

15.9 

18.7 

19.8 

21.1 

22.4 

10 

11.0 

11.9 

12.9 

15.2 

16.1 

17.1 

18.1 

11 

9.1 

9.9 

10.6 

12.5 

13.3 

14.1 

15.0 

12 

7.7 

8.3 

8.9 

10.5 

11.1 

11.9 

12.6 

13 

6.5 

7.1 

7.6 

9.0 

9.5 

10.1 

10.7 

14 

5.6 

6.1 

6.6 

7.7 

8.2 

8.7 

9.3 

15 

4.9 

5.3 

5.7 

6.7 

7.1 

7.6 

8.1 

16 

4.3 

4.7 

5.0 

5.9 

6.3 

6.7 

7.1 

17 

3.8 

4.1 

4.4 

5.2 

5.6 

5.9 

6.3 

18 

3.4 

3.7 

4.0 

4.7 

5.0 

5.3 

5.6 

19 

3.1 

3.3 

3.6 

4.2 

4.4 

4.7 

5.0 

20 

2.8 

3.0 

3.2 

3.8 

4.0 

4.3 

4.5 

21 

2.5 

2.7 

2.9 

3.4 

3.6 

3.9 

4.1 

22 

2.3 

2.5 

2.7 

3.1 

3.3 

3.5 

3.7 

23 

2.1 

2.3 

2.4 

2.9 

3.0 

3.2 

3.4 

24 

1.9 

2.1 

2.2 

2.6 

2.8 

3.0 

3.1 

25 

1.8 

1.9 

2.1 

2.4 

2.6 

2.7 

2.9 

26 

1.6 

1.8 

1.9 

2.2 

2.4 

2.5 

2.7 

27 

1.5 

1.6 

1.8 

2.1 

2.2 

2.3 

2.5 

28 

1.4 

1.5 

1.6 

1.9 

2.0 

2.2 

2.3 


For spacings above single dot the safe loads are too great for standard 
connections. 


For spacing above the dotted line the safe load for bending is greater than the 
safe load for web crippling, as explained and shown on pages 82 to 84 inclusive. 

For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = ^ span. 

Spacings for other intensities of loading may be obtained from those in tables 
as follows: 


Required spacing= 


Intensity of loading from table 

"New intensity of loading X Computed spacing from table. 






































CAMBRIA STEEL. 


127 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


STANDARD I-BEAMS. 


between 

9 Inch No. B 29. 

10 Inch No. B 33. 

supports 
in foot 

21 

25 

30 

35 

25 

30 

35 

40 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

8 

31.5 

34.1 

37.7 

41.4 





9 

24.9 

26.9 

29.8 

32.7 





10 

20.1 

21.8 

24.1 

26.5 

26.0 

28.6 

31.2 

33.9 

11 

16.6 

18.0 

20.0 

21.9 

21.5 

23.7 

25.8 

28.0 

12 

14.0 

15.1 

16.8 

18.4 

18.1 

19.9 

21.7 

23.5 

13 

11.9 

12.9 

14.3 

15.7 

15.4 

16.9 

18.5 

20.0 

14 

10.3 

11.1 

12.3 

13.5 

13.3 

14.6 

15.9 

17.3 

15 

8.9 

9.7 

10.7 

11.8 

11.6 

12.7 

13.9 

15.0 

16 

7.9 

8.5 

9.4 

10.4 

10.2 

11.2 

12.2 

13.2 

17 

7.0 

7.5 

8.4 

9.2 

9.0 

9.9 

10.8 

11.7 

18 

6.2 

6.7 

7.5 

8.2 

8.0 

8.8 

9.6 

10.4 

19 

5.6 

6.0 

6.7 

7.3 

7.2 

7.9 

8.7 

9.4 

20 

5.0 

5.4 

6.0 

6.6 

6.5 

7.2 

7.8 

8.5 

21 

4.6 

4.9 

5.5 

6.0 

5.9 

6.5 

7.1 

7.7 

22 

4.2 

4.5 

5.0 

5.5 

5.4 

5.9 

6.5 

7.0 

23 

3.8 

4.1 

4.6 

5.0 

4.9 

5.4 

5.9 

6.4 

24 

3.5 

3.8 

4.2 

4.6 

4.5 

5.0 

5.4 

5.9 

25 

3.2 

3.5 

3.9 

4.2 

4.2 

4.6 

5.0 

5.4 

26 

3.0 

3.2 

3.6 

3.9 

3.9 

4.2 

4.6 

5.0 

27 

2.8 

3.0 

3.3 

3.6 

3.6 

3.9 

4.3 

4.6 

28 

2.6 

2.8 

3.1 

3.4 

3.3 

3.7 

4.0 

4.3 

29 

2.4 

2.6 

2.9 

3.2 

3.1 

3.4 

3.7 

4.0 

30 

2.2 

2.4 

2.7 

2.9 

2.9 

3.2 

3.5 

3.8 

31 

2.1 

2.3 

2.5 

2.8 

2.7 

3.0 

3.3 

3.5 

32 





2.5 

2.8 

3.1 

3.3 

33 





2.4 

2.6 

2.9 

3.1 


For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. . . .. 

Spacings for other intensities of loading may be obtained from those in tables 

as follows: 

Required spacing - of loading * Computed spacing fr ° m tabIe> 











































128 


CAMBRIA STEEL. 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 


Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 

STANDARD 

I-BEAM. 

SPECIAL 

I-BEAM. 

between 

supports 

12 Inch No. 

B 41. 

12 Inch No. B 105. 

in feet. 

31.5 

35 

40 

40 

45 

50 

55 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

38.4 

40.6 

43.7 

47.8 

50.8 

53.9 

57.1 

11 

31.7 

33.5 

36.1 

39.5 

42.0 

•44.6 

•47.2 

12 

26.6 

28.2 

30.4 

33.2 

35.3 

37.5 

39.6 

13 

22.7 

24.0 

25.9 

28.3 

30.1 

31.9 

33.8 

14 

19.6 

20.7 

22.3 

24.4 

25.9 

27.5 

29.1 

15 

17.1 

18.0 

19.4 

21.3 

22.6 

24.0 

25.4 

16 

15.0 

15.9 

17.1 

18.7 

19.8 

21.1 

22.3 

17 

13.3 

14.0 

15.1 

16.5 

17.6 

18.7 

19.7 

18 

11.8 

12.5 

13.5 

14.8 

15.7 

16.6 

17.6 

19 

10.6 

11.2 

12.1 

13.2 

14.1 

14.9 

15.8 

20 

9.6 

10.1 

10.9 

12.0 

12.7 

13.5 

14.3 

21 

8.7 

9.2 

9.9 

10.8 

11.5 

12.2 

12.9 

22 

7.9 

8.4 

9.0 

9.9 

10.5 

11.1 

11.8 

23 

7.3 

7.7 

8.3 

9.0 

9.6 

10.2 

10.8 

24 

6.7 

7.0 

7.6 

8.3 

8.8 

9.4 

9.9 

25 

6.1 

6.5 

7.0 

7.7 

8.1 

8.6 

9.1 

26 

5.7 

6.0 

6.5 

7.1 

7.5 

8.0 

8.4 

27 

5.3 

5.6 

6.0 

6.6 

7.0 

7.4 

7.8 

28 

4.9 

5.2 

5.6 

6.1 

6.5 

6.9 

7.3 

29 

4.6 

4.8 

5.2 

5.7 

6.0 

6.4 

6.8 

30 

4.3 

4.5 

4.9 

5.3 

5.6 

6.0 

6.3 

31 

4.0 

4.2 

4.5 

5.0 

5.3 

5.6 

5.9 

32 

3.7 

4.0 

4.3 

4.7 

5.0 

5.3 

5.6 

33 

3.5 

3.7 

4.0 

4.4 

4.7 

5.0 

5.2 

34 

3.3 

3.5 

3.8 

4.1 

4.4 

4.7 

4.9 

35 

3.1 

3.3 

3.6 

3.9 

4.1 

4.4 

4.7 


For spacings above single dot the safe, loads are too great for standard 
connections. 

For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 

Spacings for other intensities of loading may be obtained from those in tables 
as follows: 


Required spacing= 


Intensity of loading from table 

“New intensity of loading X CompUted spacing from table. 












































CAMBRIA STEEL. 


129 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 


Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


• 

Distance 


STANDARD I- 

■BEAM. 


between 

15 Inch No. B 53. 

supports 





60 

in feet. 

42 

45 

50 

55 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

62.8 

64.8 

68.8 

72.7 

76.6 

11 

51.9 

53.6 

56.8 

•60.1 

•63.3 

12 

43.6 

45.0 

47.7 

50.5 

53.2 

13 

37.2 

38.4 

40.7 

43.0 

45.3 

14 

32.0 

33.1 

35.1 

37.1 

39.1 

15 

27.9 

28.8 

30.6 

32.3 

34.0 

16 

24.5 

25.3 

26.9 

28.4 

29.9 

17 

21.7 

22.4 

23.8 

25.1 

26.5 

18 

19.4 

20.0 

21.2 

22.4 

23.6 

19 

17.4 

18.0 

19.0 

20.1 

21.2 

20 

15.7 

16.2 

17.2 

18.2 

19.1 

21 

14.2 

14.7 

15.6 

16.5 

17.4 

22 

13.0 

13.4 

14.2 

15.0 

15.8 

23 

11.9 

12.3 

13.0 

13.7 

14.5 

24 

10.9 

11.3 

11.9 

12.6 

13.3 

25 

10.1 

10.4 

11.0 

11.6 

12.3 

26 

9.3 

9.6 

10.2 

10.8 

11.3 

27 

8.6 

8.9 

9.4 

10.0 

10.5 

28 

8.0 

8.3 

8.8 

9.3 

9.8 

29 

7.5 

7.7 

8.2 

8.6 

9.1 

30 

7.0 

7.2 

7.6 

8.1 

8.5 

31 

6.5 

6.7 

7.2 

7.6 

8.0 

32 

6.1 

6.3 

6.7 

7.1 

7.5 

33 

5.8 

6.0 

6.3 

6.7 

7.0 

34 

5.4 

5.6 

5.9 

6.3 

6.6 

35 

5.1 

5.3 

5.6 

5.9 

6.3 


For spacings above single dot the safe loads are too great for standard 


connections. 

For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = tjstt span. . . 

Spacings for other intensities of loading may be obtained from those in tables 


as follows: 
Required spacing= 


Intensity of loading from table ^ Computed spacing from tabIe . 
New intensity of loading 


\ 




























130 


CAMBRIA STEEL. 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 


SPECIAL I-BEAM. 

• 

between 

15 Inch No. B 109. 

supports 






in feet. 

60 

65 

70 

75 

80 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

86.6 

90.5 

94.4 

98.3 

102.2 

11 

71.6 

74.8 

78.0 

81.2 

84.5 

12 

60.1 

62.8 

65.5 

68.3 

71.0 

13 

•51.3 

•53.5 

55.9 

58.2 

60.5 

14 

44.2 

46.2 

•48.2 

•50.2 

52.2 

15 

38.5 

40.2 

41.9 

43.7 

•45.4 

16 

33.8 

35.3 

36.9 

38.4 

39.9 

17 

30.0 

31.3 

32.7 

34.0 

35.4 

18 

26.7 

27.9 

29.1 

30.3 

31.6 

19 

24.0 

25.1 

26.1 

27.2 

28.3 

20 

21.7 

22.6 

23.6 

24.6 

25.6 

21 

19.6 

20.5 

21.4 

22.3 

23.2 

22 

17.9 

18.7 

19.5 

20.3 

21.1 

23 

16.4 

17.1 

17.8 

18.6 

19.3 

24 

15.0 

15.7 

16.4 

17.1 

17.7 

25 

13.9 

14.5 

15.1 

15.7 

16.4 

26 

12.8 

13.4 

14.0 

14.5 

15.1 

27 

11.9 

12.4 

12.9 

13.5 

14.0 

28 

11.0 

11.5 

12.0 

12.5 

13.0 

29 

10.3 

10.8 

11.2 

11.7 

12.2 

30 

9.6 

10.1 

10.5 

10.9 

11.4 

31 

9.0 

9.4 

9.8 

10.2 

10.6 

32 

8.5 

8.8 

9.2 

9.6 

10.0 

33 

8.0 

8.3 

8.7 

9.0 

9.4 

34 

7.5 

7.8 

8.2 

8.5 

8.8 

35 

7.1 

7.4 

7.7 

8.0 

8.3 


For spacings above single dot the safe loads are too great for standard 
connections. 


For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = ^ span. 

Spacings for other intensities of loading may be obtained from those in tables 
as follows: 


Required spacing = 


Intensity ofloadingfrom table 

New intensity of loading X Com P Uted spacing from table. 


























CAMBRIA STEEL. 


131 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 

SPECIAL I-BEAM. 

between 

15 Inch No. B 113. 

supports 

80 





in feet. 

85 

90 

95 

100 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

10 

112.2 

116.0 

120.0 

123.9 

127.8 

11 

92.8 

95.9 

99.1 

102.4 

105.6 

12 

77.9 

80.6 

83.3 

86.0 

88.7 

13 

66.4 

68.7 

71.0 

73.3 

75.6 

14 

57.3 

59.2 

61.2 

63.2 

65.2 

15 

49.9 

51.6 

53.3 

55.1 

56.8 

16 

•43.8 

45.3 

46.9 

48.4 

49.9 

17 

38.8 

•40.2 

•41.5 

42.9 

44.2 

18 

34.6 

35.8 

37.0 

•38.2 

39.4 

19 

31.1 

32.1 

33.2 

34.3 

•35.4 

20 

28.1 

29.0 

30.0 

31.0 

31.9 

21 

25.4 

26.3 

27.2 

28.1 

29.0 

22 

23.2 

24.0 

24.8 

25.6 

26.4 

23 

21.2 

21.9 

22.7 

23.4 

24.2 

24 

19.5 

20.1 

20.8 

21.5 

22.2 

25 

18.0 

18.6 

19.2 

19.8 

20.4 

26 

16.6 

17.2 

17.7 

18.3 

18.9 

27 

15.4 

15.9 

16.5 

17.0 

17.5 

28 

14.3 

14.8 

15.3 

15.8 

16.3 

29 

13.3 

13.8 

14.3 

14.7 

15.2 

30 

12.5 

12.9 

13.3 

13.8 

14.2 

31 

11.7 

12.1 

12.5 

12.9 

13.3 

32 

11.0 

11.3 

11.7 

12.1 

12.5 

33 

10.3 

10.7 

11.0 

11.4 

11.7 

34 

9.7 

10.0 

10.4 

10.7 

ll:l 

35 

9.2 

9.5 

9.8 

10.1 

10.4 


For spacings above single dot the safe loads are too great for standard 
connections. 

For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. . . . ., 

Spacings for other intensities of loading may be obtained from those in tables 

Required spacing=^New^tfnshy of loading “ X Com P uted spacing from table. 



























132 


CAMBRIA STEEL. 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 


STANDARD I 

-BEAMS. 


between 

18 Inch No. B 65. 

20 Inch No. B 73. 

supports 

55 

60 

65 

70 

65 

70 

75 

in feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

14 

48.1 

50.9 

53.3 

55.7 

63.6 

66.4 

69.1 

15 

41.9 

•44.3 

•46.4 

48.5 

55.4 

57.8 

60.2 

16 

36.8 

39.0 

40.8 

•42.6 

48.7 

50.8 

52.9 

17 

32.6 

34.5 

36.2 

37.8 

43.2 

45.0 

46.8 

18 

29.1 

30.8 

32.2 

33.7 

•38.5 

40.2 

41.8 

19 

26.1 

27.6 

28.9 

30.2 

34.6 

•36.0 

37.5 

20 

23.6 

24.9 

26.1 

27.3 

31.2 

32.5 

•33.8 

21 

21.4 

22.6 

23.7 

24.8 

28.3 

29.5 

30.7 

22 

19.5 

20.6 

21.6 

22.6 

25.8 

26.9 

28.0 

23 

17.8 

18.9 

19.7 

20.6 

23.6 

24.6 

25.6 

24 

16.5 

17.3 

18.1 

19.0 

21.7 

22.6 

23.5 

25 

15.1 

16.0 

16.7 

17.5 

20.0 

20.8 

21.7 

26 

13.9 

14.8 

15.5 

16.2 

18.5 

19.2 

20.0 

27 

12.9 

13.7 

14.3 

15.0 

17.1 

17.8 

18.6 

28 

12.0 

12.7 

13.3 

13.9 

15.9 

16.6 

17.3 

29 

11.2 

11.9 

12.4 

13.0 

14.8 

15.5 

16.1 

30 

10.5 

11.1 

11.6 

12.1 

13.9 

14.5 

15.0 

31 

9.8 

10.4 

10.9 

11.4 

13.0 

13.5 

14.1 

32 

9.2 

9.7 

10.2 

10.7 

12.2 

12.7 

13.2 

33 

8.7 

9.2 

9.6 

10.0 

11.5 

11.9 

12.4 

34 

8.2 

8.6 

9.0 

9.4 

10.8 

11.3 

11.7 

35 

7.7 

8.1 

8.5 

8.9 

10.2 

10.6 

11.0 

36 

7.3 

7.7 

8.1 

8.4 

9.6 

10.0 

10.4 

37 

6.9 

7.3 

7.6 

8.0 

9.1 

9.5 

9.9 

38 

6.5 

6.9 

7*2 

7.6 

8.6 

9.0 

9.4 

39 

6.2 

6.5 

6.8 

7.2 

8.2 

8.5 

8.9 

40 

5.9 

6.2 

6.5 

6.8 

7.8 

8.1 

8.4 


For spacings above single dot the safe loads are too great for standard 
connections. 


For spacings below the heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = i^s 60 span. 

Spacings for other intensities of loading may be obtained from those in tables 
as follows: 


Required spacing 


Intensity of loading from table 

New intensity of loading. X Com P uted spacing from table. 






























CAMBRIA STEEL. 133 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 
between 
supports 
in feet. 

SPECIAL I-BEAM. 

20 Inch No. B 121. 

80 

lbs. 

85 

lbs. 

90 

lbs. 

95 

lbs. 

100 

lbs. 

16 

61.1 

62.9 

64.9 

66.9 

69.0 

17 

54.1 

55.7 

57.5 

59.3 

61.1 

18 

48.3 

49.7 

51.3 

52.9 

54.5 

19 

43.3 

44.6 

46.0 

47.5 

48.9 

20 

39.1 

40.2 

41.5 

42.8 

44.1 

21 

35.5 

36.5 

37.7 

38.9 

40.0 

22 

32.3 

33.2 

34.3 

35.4 

36.5 

23 

•29.6 

•30.4 

31.4 

32.4 

33.4 

24 

27.2 

27.9 

•28.8 

29.8 

30.7 

25 

25.0 

25.7 

26.6 

•27.4 

28.3 

26 

23.1 

23.8 

24.6 

25.4 

•26.1 

27 

21.5 

22.1 

22.8 

23.5 

24.2 

28 

19.9 

20.5 

21.2 

21.9 

22.5 

29 

18.6 

19.1 

19.8 

20.4 

21.0 

30 

17.4 

17.9 

18.5 

19.0 

19.6 

31 

16.3 

16.7 

17.3 

17.8 

18.4 

32 

15.3 

15.7 

16.2 

16.7 

17.2 

33 

14.4 

14.8 

15.3 

15.7 

16.2 

34 

13.5 

13.9 

14.4 

14.8 

15.3 

35 

12.8 

13.1 

13.6 

14.0 

14.4 

36 

12.1 

12.4 

12.8 

13.2 

13.6 

37 

11.4 

11.8 

12.1 

12.5 

12.9 

38 

10.8 

11.1 

11.5 

11.9 

12.1 

39 

10.3 

10.6 

10.9 

11.2 

11.6 

40 

9.8 

10.0 

10.4 

10.7 

11.0 


For spacings above single dot the safe loads are too great for standard 
connections. 


Spacings for other intensities of loading may be obtained from those in tables 
as follows: 

Intensity of loading from table . 

Required spacing- Ngw iMensi , y of i oad i ^-X Computed spacing from table. 




























134 CAMBRIA STEEL. 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 


Distance 
between 
supports 
in feet. 

STANDARD I- 

BEAM. 


24 Inch No. B 89. 

80 

lbs. 

85 

lbs. 

90 

lbs. 

95 

lbs. 

100 

lbs. 

18 

57.3 

59.5 

61.4 

63.3 

65.3 

19 

51.4 

*53.4 

•55.1 

56.9 

58.6 

20 

46.4 

48.2 

49.7 

•51.3 

•52.9 

21 

42.1 

43.7 

45.1 

46.5 

48.0 

22 

38.3 

39.8 

41.1 

42.4 

43.7 

23 

35.1 

36.4 

37.6 

38.8 

40.0 

24 

32.2 

33.5 

34.5 

35.6 

36.7 

25 

29.7 

30.8 

31.8 

32.8 

33.8 

26 

27.4 

28.5 

29.4 

30.4 

31.3 

27 

25.5 

26.4 

27.3 

28.2 

29.0 

28 

23.7 

24.6 

25.4 

26.2 

27.0 

29 

22.1 

22.9 

23.7 

24.4 

25.2 

30 

20.6 

21.4 

22.1 

22.8 

23.5 

31 

19.3 

20.1 

20.7 

21.4 

22.0 

32 

18.1 

18.8 

19.4 

20.0 

20.7 

33 

17.0 

17.7 

18.3 

18.8 

19.4 

34 

16.0 

16.7 

17.2 

17.8 

18.3 

35 

15.1 

15.7 

16.2 

16.8 

17.3 

36 

14.3 

14.9 

15.4 

15.8 

16.3 

37 

13.5 

14.1 

14.5 

15.0 

15.4 

38 

12.8 

13.3 

13.7 

14.2 

14.6 

39 

12.2 

12.6 

13.1 

13.5 

13.9 

40 

11.6 

12.0 

12.4 

12.8 

13.2 

41 

11.0 

11.5 

11.8 

12.2 

12.6 

42 

10.5 

10.9 

11.3 

11.6 

12.0 

43 

10.0 

10.4 

10.8 

11.1 

11.4 

44 

9.6 

9.9 

10.3 

10.6 

10.9 

45 

9.2 

9.5 

9.8 

10.1 

10.4 

46 

8.7 

9.1 

9.4 

9.7 

10.0 

47 

8.4 

8.7 

9.0 

9.3 

9.6 

48 

8.0 

8.3 

8.6 

.8.9 

9.2 


For spacings above single dot, the safe loads are too great for standard 
connections. 

Spacings for other intensities of loading may be obtained from those in tables 
as follows: 

. . Intensity of loading from table 

Required spacing- “intensity of loading X Com P uted spacing from table. 

























CAMBRIA STEEL. 


135 


SPACING OF CAMBRIA I-BEAMS FOR UNI¬ 
FORM LOAD OF 100 LBS. PER 
SQUARE FOOT. 

Proper distance in feet, center to center of Beams. 
Maximum fibre stress 16 000 pounds per square inch. 

'litilnn/irt SPECIAL I-BEAM. 


between 
supports 
in feet. 

24 Inch No. B 127. 

105 

lbs. 

110 

lbs. 

115 

lbs. 

18 

77.1 

79.1 

81.1 

19 

69.2 

71.0 

72.8 

20 

62.5 

64.1 

65.7 

21 

56.7 

58.1 

59.6 

22 

51.6 

53.0 

54.3 

23 

47.2 

48.4 

49.6 

24 

• 43.4 

44.5 

45.6 

25 

40.0 

• 41.0 

• 42.0 

26 

37.0 

37.9 

38.8 

27 

34.3 

35.1 

36.0 

28 

31.9 

32.7 

33.5 

29 

29.7 

30.5 

31.2 

30 

27.8 

28.5 

29.2 

31 

26.0 

26.7 

27.3 

32 

24.4 

25.0 

25.6 

33 

22.9 

23.5 

24.1 

34 

21.6 

22.2 

22.7 

35 

20.4 

20.9 

21.4 

36 

19.3 

19.8 

20.3 

37 

18.3 

18.7 

19.2 

38 

17.3 

17.7 

18.2 

39 

16.4 

16.8 

17.2 

40 

15.6 

16.0 

16.4 

41 

14.9 

15.2 

15.6 

42 

14.2 

14.5 

14.9 

43 

13.5 

13.8 

14.2 

44 

12.9 

13.2 

13.6 

45 

12.3 

12.6 

13.0 

46 

11.8 

12.1 

12.4 

47 

11.3 

11.6 

11.9 

48 

10.8 

11.1 

11.4 


connections. . 

Spacings for other intensities of loading may be obtained from those in 

tables as follows: . , ,, 

Intensity of loadingfrom table XComputed spacing from tab le. 

New intensity of loading 


. j 

Required spacing = 





















136 


CAMBKIA STEEL. 


MAXIMUM BENDING MOMENTS IN FOOT 
POUNDS FOR CAMBRIA I-BEAMS. 


Section 

Num¬ 

ber. 

Depth 

of 

Beam. 

Weight 

per 

Foot. 

Maximum Bending 
Moment. 

Section 

Num¬ 

ber. 

Depth 

of 

Beam. 

Weight 

per 

Foot. 

Foot Pounds. 

Fibre 

Stress 

16 000 lbs. 
per Sq. In. 

Fibre 
Stress 
12500 lbs. 
per Sq. In. 

Inches. 

Pounds. 

Inches. 

Pounds. 

B 5 

3 

5.5 

2270 

1770 

B 53 

15 

42 

a 

a 

6.5 

2400 

1880 

« 

a 

45 

u 

a 

7.5 

2530 

1980 

U 

u 

50 

B 9 

4 

7.5 

4000 

3130 

U 

u 

u 

u 

55 

u 

a 

8.5 

4270 

3330 



uU 

a 

a 

9.5 

4530 

3540 

B109 

15 

60 

a 

a 

10.5 

4800 

3750 

« 

u 

65 

B 13 

5 

9.75 

6400 

5000 

U 

U 

, 70 

U 

a 

12.25 

7200 

5630 

u 

u 

75 

a 

u 

14.75 

8130 

6350 

u 

u 

80 

B 17 

6 

12.25 

9730 

7600 

B113 

15 

80 

U 

a 

14.75 

10670 

8330 

a 

u 

85 

u 

u 

17.25 

11600 

9060 

u 

u 

90 






u 

u 

95 

B 21 

7 

15 

13870 

10830 

u 

u 

100 

U 

« 

17.5 

14930 

11670 




a 

a 

20 

16130 

12600 

B 65 

18 

55 






U 

U 

60 

B 25 

8 

18 

18930 

14790 

U 

a 

65 

« 

a 

20.25 

20000 

15630 

U 

u 

70 

U 

a 

22.75 

21330 

16670 




U 

u 

25.25 

22670 

17710 

B 73 

20 

65 

B 29 

9 

21 

25200 

19690 

U 

U 

U 

u 

70 

75 

U 

a 

25 

27200 

21250 




u 

a 

30 

30130 

23540 

B121 

20 

80 

(C 


35 

33070 

25830 

ii 

u 

85 

B 33 

10 

25 

32530 

25420 

u 

(C 

u 

u 

90 

U 

« 

30 

35730 

27920 

a 

u 

95 

U 

a 

35 

39070 

30520 



100 

u 

a 

40 

42270 

33020 

B 89 

24 

80 

B 41 

12 

31.5 

48000 

37500 

U 

u 

85 - 

U 

a 

35 

50670 

39580 

a 

u 

90 ' 

U 

u 

40 

54670 

42710 

u 

u 

, 95 






u 

(( 

100 

B105 

12 

40 

59730 

46670 




a 

« 

45 

63470 

49580 

B127 

1 24 

105 

(C 

a 

50 

67470 

52710 

a 

a 

110 


u 

55 

71330 

55730 

u 

u 

115 


Maximum Bending 
Moment. 


Foot Pounds. 


Fibre j Fibre 
Stress [ Stress 
16000 lbs. 12 500 lbs. 


78530 

81070 

86000 

90800 

95730 

108270 

113070 

118000 

122930 

127730 

140270 

145070 

150000 

154800 

159730 

117870 

124670 

130530 

136530 

156000 

162670 

169200 

195470 

201200 

207730 

214270 

220800 

231870 

240930 

248670 

256530 

264400 

312380 

320380 


61350 

63330 

67190 

70940 

74790 

84580 

88330 

92190 

96040 

99790 

109580 

113330 

117190 

120940 

124790 

92080 

97400 

101980 

106670 

121880 

127080 

132190 

152710 

157190 

162290 

167400 

172500 

181150 

188230 

194270 

200420 

206560 

244050 

250300 

256550 


















































CAMBRIA STEEL. 137 


MAXIMUM BENDING MOMENTS IN FOOT 
POUNDS FOR CAMBRIA CHANNELS. 


Section 

Num¬ 

ber. 

Depth 

of 

Chan¬ 

nel. 

Weight 

per 

Foot. 

Maximum Bending 
Moment. 

Section 

Num¬ 

ber. 

Depth 

of 

Chan¬ 

nel. 

Weight 

per 

Foot. 

Maximum Bending 
Moment. 

Foot Pounds. 

Foot Pounds. 

Fibre 

Stress 

16 000 lbs. 
per Sij. In. 

Fibre 

Stress 

12 500 lbs. 
per Sq. In. 

Fibre 
Stress 
16000 lbs. 
per Sq. In. 

Fibre 
Stress 
12500 lbs. 
per Sq. In. 

Inches. 

Pounds. 

Inches. 

Pounds. 

C 5 

3 

4 

1470 

1150 

C29 

9 

13.25 

14000 

10940 

a 

a 

5 

1600 

1250 

U 

a 

15 

15070 

11770 

u 

u 

6 

1870 

1460 

u 

u 

20 

18000 

14060 






u 

u 

25 

20930 

16350 

C 9 

4 

5.25 

2530 

1980 






a 

« 

6.25 

2800 

2190 

C33 

10 

15 

17870 

13960 

a 

« 

7.25 

3070 

2400 

U 

a 

20 

20930 

16350 






a 

u 

25 

24270 

18960 

C13 

5 

6.5 

4000 

3130 

a 

u 

30 

27470 

21460 

a 

a 

9 

4670 

3650 

a 

(C 

35 

30800 

24060 

a 

u 

11.5 

5600 

4380 











C41 

12 

20.5 

28530 

22290 

Cl 7 

6 

8 

5730 

4480 

U 

U 

25 

32000 

25000 

U 

u 

10.5 

6670 

5210 

u 

u 

30 

35870 

28020 

a 

a 

13 

7730 

6040 

u 

(l 

35 

39870 

31150 

a 

u 

15.5 

8670 

6770 

a 

a 

40 

43730 

34170 

C21 

7 

9.75 

8000 

6250 

C53 

15 

33 

55600 

43440 

a 

U 

12.25 

9200 

7190 

a 

a 

35 

56930 

44480 

a 

a 

14.75 

10400 

8130 

a 

u 

40 

61730 

48230 

a 

u 

17.25 

11470 

8960 

a 

u 

45 

66670 

52080 

a 

a 

19.75 

12670 

9900 

u 

u 

50 

71600 

55940 






u 

a 

55 

76530 

59790 

C25 

8 

11.25 

10800 

8440 






U 

U 

13.75 

12000 

9380 

C65 

18 

45 

86530 

67600 

a 

a 

16.25 

13330 

10420 

a 

U 

50 

92310 

72130 

a 

u 

18.75 

14670 

11460 

u 

a 

55 

98070 

76620 

a 

a 

21.25 

15870 

12400 

u 

u 

60 

104190 

81410 





































138 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

EQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO EITHER LEG. — 

Safe loads below are figured for fibre stress of 16 000 pounds t 
per square inch and include weight of angle. 


Distance 

Section No. A 11. 

between 

H" x H" 

l n 

3 // 

1 // 

5 // 

•AH 

supports 

in- feet. 

8 

16 

4 

16 

8 

1.23 lbs. 

1.80 lbs. 

2.34 lbs. 

2.86 lbs. 

3.35 lbs. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

390 

560 

720 

860 

1010 

3 

260 

370 

480 

580 

670 

4 

190 

280 

360 

430 

500 

5 

150 

220 

290 

350 

400 

6 

130 

190 

240 

290 

340 

7 

110 

160 

200 

250 

290 

8 

100 

140 

180 

220 

250 

9 

90 

120 

160 

190 

220 


Distance 


Section No. A 40. 


between 



If" X If" 



l n 

3 n 

1 // 

5 // 

3 n 

supports 

in feet. 

s 

16 

4 

16 

8 

1.44 lbs. 

2.12 lbs. 

2.77 lbs. 

3.39 lbs. 

3.99 lbs. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

530 

770 

990 

1200 

1400 

3 

350 

510 

660 

800 

940 

4 

260 

380 

500 

600 

700 

5 

210 

310 

400 

480 

560 

6 

170 

260 

330 

400 

470 

7 

150 

220 

280 

340 

400 

8 

130 

190 

250 

300 

350 

9 

110 

170 

220 

270 

310 

10 

100 

150 

200 

240 

280 


Section No. A 15. 


between 
supports 
in feet. 


2 

3 

4 

5 


6 

7 

8 
9 

10 


2" x 2" 


• i" 

_ 

3 n 

1 6 

\u 

4 

5 n 

16 

3 n 

8 

7 II 

16 

1 // 

2 

1.65 lbs. 

2.44 lbs. 

3.19 lbs. 

3.92 lbs. 

4.7 lbs. 

5.3 lbs. 

6.0 lbs. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

690 

1020 

1320 

1600 

1870 

2130 

2380 

460 

680 

880 

1070 

1250 

1420 

1590 

340 

510 

660 

800 

940 

1070 

1190 

270 

410 

530 

640 

750 

850 

950 

230 

340 

440 

530 

620 

710 

790 

190 

290 

380 

460 

540 

610 

680 

170 

250 

330 

400 

470 

530 

600 

150 

230 

290 

360 

420 

470 

530 

130 

200 

260 

320 

370 

430 

480 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = ^ span. 



























































































CAMBRIA STEEL. 


139 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

EQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO EITHER LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds 


dJ 


Distance 

Section No. A 41 

between 

2\" x 2j" 

supports 

3 n 

l n 

5 n 

in feet. 

16 

4 

16 

2.75 lbs. 

3.62 lbs. 

4.5 lbs. 


per ft. 

per ft. 

per ft. 

2 

1300 

1690 

2060 

3 

870 

1120 

1370 

4 

650 

840 

1030 

5 

520 

670 

820 

6 

430 

560 

690 

7 

370 

480 

590 

8 

320 

420 

510 

9 

290 

380 

460 

10 

260 

340 

410 

11 

240 

310 

370 

!12 

1 

220 

280 

340 


Distance 

Section No. A 17.' 

between 

Ol// v ou/ 

^2 A- "2 

supports 

i // 

3 // 

l n 

5 n 

3 n 

7 n 

i// 

8 

16 

4 

16 

8 

16 

2 

in feet. 

2.08 lbs. 

3.07 lbs. 

4.1 lbs. 

5 .0 lbs. 

5.9 lbs. 

6.8 lbs. 

7.7 lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

1060 

1610 

2100 

2570 

3020 

3450 

3860 

3 

710 

1080 

1400 

1710 

2010 

2300 

2580 

4 

530 

810 

1050 

1290 

1510 

1720 

1930 

5 

420 

650 

840 

1030 

1210 

1380 

1550 

6 

350 

540 

700 

860 

1010 

1150 

1290 

7 

300 

460 

600 

730 

860 

990 

1100 

8 

260 

400 

530 

640 

760 

860 

970 

9 

230 

360 

470 

570 

670 

770 

860 

10 

210 

320 

420 

510 

600 

690 

770 

11 

190 

290 

380 

470 

550 

630 

700 

12 

170 

270 

350 

430 

500 

580 

640 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = 3 £<j span. 


































































140 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

EQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO EITHER LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. ( 


Section No. A 43. 


Distance between 


supports in 

2f"x 2|" 

l n 

5 n 

3// 

feet. 

4 

16 

8 

4.5 lbs. 

5 .6 lbs. 

6.6 lbs. 


per ft. 

per ft. 

per ft. 

2 

2570 

3140 

3700 

3 

1710 

2090 

2460 

4 

1280 

1570 

1850 

5 

1030 

1260 

1480 

6 

860 

1050 

1230 

7 

730 

900 

1060 

8 

640 

790 

920 

9 

570 

700 

820 

10 

510 

630 

740 

11 

470 

570 

670 

12 

■ 430 

520 . 

620 


Distance 

between 


Section No. A 19. 

3" x 3" 


supports 

in feet. 

l n 

4 

5 n 

T5 

3 n 

8 

7 n 

16 

1 tt 

2 

9 n 

16 

4.9 lbs. 
per ft. 

6.1 lbs. 
per ft. 

7.2 lbs. 
per ft. 

8-3 lbs. 
per ft. 

9.4 lbs. 
per ft. 

10.4 lbs. 
per ft. 

2 

3080 

3770 

4440 

5090 

5720 

6320 

3 

2050 

2510 

2960 

3390 

3810 

4210 

4 

1540 

1890 

2220 

2540 

2860 

3160 

5 

1230 

1510 

1780 

2040 

2290 

2530 

6 

1030 

1260 

1480 

1700 

1910 

2110 

7 

880 

1080 

1270 

1450 

1630 

1810 

8 

770 

940 

1110 

1270 

1430 

1580 

9 

680 

840 

990 

1130 

1270 

1410 

10 

620 

750 

890 

1020 

1140 

1260 

11 

560 

690 

810 

930 

1040 

1150 

12 

510 

630 

740 

850 

950 

1050 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 
















































































CAMBRIA STEEL. 


141 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

EQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO EITHER LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. 








1 



Distance 


Section No. A 21. 


QI" v Ql" 
O o A Oo 


>upports 

in feet. 

i // 

4 

_5_" 

16 

£" 

8 

7" 

16 

\n 

2 

9 n 
T6 

5" 

8 

li'/ 

T6 

r 

13// 

TO 

r 

5.8 

lbs. 
per ft. 

7.2 

lbs. 
per ft. 

8.5 

lbs. 
per ft. 

9.8 

lbs. 
per ft. 

11.1 

lbs. 
per ft. 

12.4 

lbs. 
per ft. 

13.6 
lbs. 
per ft. 

14.8 

lbs. 
per ft. 

16.0 

lbs. 
per ft. 

17.1 

lbs. 
per ft. 

18.3 

lbs. 
per ft. 

2 

4210 

5200 

6140 

7050 

7940 

8800 

9630 

10440 

11230 

12010 

12760 

3 

2810 

3470 

4100 

4700 

5290 

5860 

6420 

6960 

7490 

8000 

8510 

4 

2110 

2600 

3070 

3530 

3970 

4400 

4810 

5220 

5620 

6000 

6380 

5 

1680 

2080 

2460 

2820 

3180 

3520 

3850 

4180 

4490 

4800 

5110 

6 

1400 

1730 

2050 

2350 

2650 

2930 

3210 

3480 

3740 

4000 

4250 

7 

1200 

1490 

1760 

2020 

2270 

2510 

2750 

2980 

3210 

3430 

3650 

8 

1050 

1300 

1540 

1760 

1980 

2200 

2410 

2610 

2810 

3000 

3190 

9 

940 

1160 

1370 

1570 

1760 

1950 

2140 

2320 

2500 

2670 

2840 

10 

840 

1040 

1230 

1410 

1590 

1760 

1930 

2090 

2250 

2400 

2550 

11 

770 

950 

1120 

1280 

1440 

1600 

1750 

1900 

2040 

2180 

2320 

12 

700 

870 

1020 

11S0 

1320 

1470 

1600 

1740 

1870 

2000 

2130 

13 

650 

800 

950 

1090 

1220 

1350 

1480 

1610 

1730 

1850 

1960 

14 

600 

740 

880 

1010 

1130 

1260 

1380 

1490 

1610 

1720 

1820 

15 

560 

690 

820 

940 

1060 

1170 

1280 

1390 

1500 

1600 

1700 

16 

530 

650 

770 

880 

990 

1100 

1200 

1310 

1400 

1500 

1600 


Section No. A 23. 


Distance 


4" x 4" 


between 
supports 
in feet. 

A" 

1" 

7 " 
T6 

r 

9 // 
16 

r 

ii// 

T6 

r 

W' 

1" 

8.2 

lbs. 
per ft. 

9.8 

lbs. 

per ft. 

11.3 

lbs. 

per ft. 

12.8 

lbs. 
per ft. 

14.3 

lbs. 

per ft. 

15.7 

lbs. 

per ft. 

17.1 

lbs. 

per ft. 

18.5 

lbs. 

per ft. 

19.9 

lbs. 

per ft. 

21.2 

lbs. 

per ft. 

2 

6870 

8120 

9340 

10530 

11690 

12810 

13910 

14980 

16030 

17060 

3 

4580 

5420 

6230 

7020 

7790 

8540 

9270 

9990 

10690 

11370 

A. 

3430 

4060 

4670 

5270 

5840 

6410 

6960 

7490 

8020 

8530 

5 

2750 

3250 

3740 

4210 

4670 

5130 

5560 

5990 

6410 

6820 

6 

2290 

2710 

3120 

3510 

3900 

4270 

4640 

4990 

5340 

5690 

7 

1960 

2320 

2670 

3010 

3340 

3660 

3970 

4280 

4580 

4870 

8 

1720 

2030 

2340 

2630 

2920 

3200 

3480 

3740 

4010 

4260 

9 

1530 

1810 

2080 

2340 

2600 

2S50 

3090 

3330 

3560 

3790 

10 

1370 

1620 

1870 

2110 

2340 

2560 

2780 

3000 

3210 

3410 

11 

1250 

1480 

1700 

1910 

2130 

2330 

2530 

2720 

2910 

3100 

12 

1140 

1350 

1560 

1760 

1950 

2140 

2320 

2500 

2670 

2840 

13 

1060 

1250 

1440 

1620 

1800 

1970 

2140 

2300 

2470 

2620 

14 

980 

1160 

1340 

1500 

1670 

1830 

1990 

2140 

2290 

2440 

15 

920 

1080 

1250 

1400 

1560 

1710 

1860 

2000 

2140 

2270 

16 

860 

1020 

1170 

1320 

1460 

1600 

1740 

1870 

2000 

2130 


For safe loads below heavy lines the deflections will be greater than the 


allowable limit for plastered ceilings = span. 
































































































142 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

EQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO EITHER LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds [ 

per square inch and include weight of angle. 


Distance 


Section No. A 47. 


5" x 5' 


supports 

r 

16 

i" 

Ts" 

r 

W' 

3// 

4 

in feet. 

12.3 lbs. 

14.3 lbs. 

16.2 lbs. 

18.1 lbs. 

20.0 lbs. 

21.8 lbs. 

23.6 lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

12910 

14900 

16830 

18720 

20570 

22380 

24160 

3 

8610 

9930 

11220 

12480 

13710 

14920 

16110 

4 

6460 

7450 

8410 

9360 

10280 

11190 

12080 

5 

5170 

5960 

6730 

7490 

8230 

8950 

9660 

6 

4310 

4960 

5610 

6240 

6860 

7460 

8050 

7 

3690 

4260 

4810 

5350 

5880 

6390 

6900 

8 

3230 

3720 

4210 

4680 

5140 

5600 

6040 

9 

2870 

3310 

3740 

4160 

4570 

4970 

5370 

10 

2580 

2980 

3370 

3740 

4110 

4480 

4830 

11 

2350 

2710 

3060 

3400 

3740 

4070 

4390 

12 

2150 

2480 

2800 

3120 

3430 

3730 

4030 

13 

1990 

2290 

2590 

2880 

3160 

3440 

3720 

14 

1850 

2130 

2400 

2670 

2940 

3200 

3450 

15 

1720 

1990 

2240 

• 2500 

2740 

2980 

3220 

16 

1610 

1860 

2100 

2340 

2570 

2800 

3020 

17 

1520 

1750 

1980 

2200 

2420 

2630 

2840 

18 

1440 

1660 

1870 

2080 

2290 

2490 

2680 


Distance 


Section No. A 27. 


6" x 6" 


sup- 

1" 

■A" 

i" 


#" 

H" 

r 

W' 

¥' 

W' 

1" 

ports 

14.9 

17.2 

19.6 

21.9 

24.2 

26.5 

28.7 

31.0 

33.1 

35.3 

37.4 

in feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

18820 

21720 

24610 

27420 

30170 

32880 

35540 

38150 

40720 

43240 

45720 

3 

12550 

14480 

16400 

18280 

20120 

21920 

23690 

25430 

27150 

28830 

30480 

4 

9410 

10860 

12300 

13710 

15090 

16440 

17770 

19080 

20360 

21620 

22860 

5 

7530 

8690 

9840 

10970 

12070 

13150 

14220 

15260 

16290 

17300 

18290 

6 

6270 

7240 

8200 

9140 

10060 

10960 

11850 

12720 

13570 

14410 

15240 

7 

5380 

6210 

7030 

7830 

8620 

9390 

10150 

10900 

11630 

12360 

13060 

8 

4700 

5430 

6150 

6850 

7540 

8220 

8890 

9540 

10180 

10810 

11430 

9 

4180 

4830 

5470 

6090 

6710 

7310 

7900 

8480 

9050 

9610 

10160 

10 

3760 

4340 

4920 

5480 

6030 

6580 

7110 

7630 

8140 

8650 

9140 

11 

3420 

3950 

4470 

4990 

5490 

5980 

6460 

6940 

7400 

7860 

8310 

12 

3140 

3620 

4100 

4570 

5030 

5480 

5920 

6360 

6790 

7210 

7620 

13 

2900 

3340 

3790 

4220 

4640 

5060 

5470 

5870 

6260 

6650 

7030 

14 

2690 

3100 

3520 

3920 

4310 

4700 

50S0 

5450 

5820 

6180 

6530 

15 

2510 

2900 

3280 

3660 

4020 

4380 

4740 

5090 

5430 

5770 

6100 

16 

2350 

2720 

3080 

3430 

3770 

4110 

4440 

4770 

5090 

5410 

5720 

17 

2210 

2560 

2900 

3230 

3550 

3870 

4180 

4490 

4790 

5090 

5380 

18 

2090 

2410 

2730 

3050 

3350 

3650 

3950 

4240 

4520 

4810 

5080 

19 

1980 

2290 

2590 

2890 

3180 

3460 

3740 

4020 

4290 

4550 

4810 

20 

1880 

2170 

2460 

2740 

3020 

3290 

3550 

3820 

4070 

4320 

4570 

21 

1790 

2070 

2340 

2610 

2870 

3130 

3390 

3630 

3880 

4120 

4350 

22 

1710 

1970 

2240 

2490 

2740 

2990 

3230 

3470 

3700 

3930 

4160 


• For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = 3 £ 3 span. 





































































































CAMBRIA STEEL 


143 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 


EQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO EITHER LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. 



Section No. A 35. 


Distance 

between 


8" x 8" 


sup¬ 

ports 

r 

A" 

¥' 

ll n 
16 

3 // 
¥ 

tt" 

7 // 

8 

15'/ 

16 

1" 

1 i " 
J-rs 

ir 

in feet. 

26.4 

29.6 

32.7 

35.8 

38.9 

42.0 

45.0 

48.1 

51.0 

54.0 

56.9 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

4 

22310 

24910 

27470 

30000 

32490 

34950 

37370 

39760 

42120 

44450 

46750 

5 

17850 

19920 

21980 

24000 

25990 

27960 

29900 

31810 

33700 

35560 

37400 

6 

14880 

16600 

18310 

20000 

21660 

23300 

24920 

26510 

28080 

29630 

31160 

7 

12750 

14230 

15700 

17140 

18570 

19970 

21360 

22720 

24070 

25400 

26710 

8 

11160 

12450 

13740 

15000 

16250 

17480 

18690 

19880 

21060 

22220 

23370 

9 

9920 

11070 

12210 

13330 

14440 

15530 

16610 

17670 

18720 

19760 

20780 

10 

8930 

9960 

10990 

12000 

13000 

13980 

14950 

15910 

16850 

17780 

18700 

11 

8110 

9060 

9990 

10910 

11820 

12710 

13590 

14460 

15320 

16160 

17000 

12 

7440 

8300 

9160 

10000 

10830 

11650 

12460 

13250 

14040 

14820 

15580 

13 

6870 

7660 

8450 

9230 

10000 

10750 

11500 

12240 

12960 

13680 

14380 

14 

6380 

7120 

7850 

8570 

9280 

9990 

10680 

11360 

12030 

12700 

13360 

15 

5950 

6640 

7330 

8000 

8660 

9320 

9970 

10600 

11230 

11850 

12470 

16 

5580 

6230 

6870 

7500 

8120 

8740 

9340 

9940 

10530 

11110 

11690 

17 

5250 

5860 

6460 

7060 

7650 

8220 

8790 

9360 

9910 

10460 

11000 

18 

4960 

5530 

6100 

6670 

7220 

7770 

8310 

8840 

9360 

9880 

10390 

19 

4700 

5240 

5780 

6320 

6840 

7360 

7870 

8370 

8870 

9360 

9840 

20 

4460 

4980 

5490 

6000 

6500 

6990 

7470 

7950 

8420 

8890 

9350 

21 

4250 

4740 

5230 

5710 

6190 

6660 

7120 

7570 

8020 

8470 

8900 

22 

4060 

4530 

4990 

5450 

5910 

6350 

6800 

7230 

7660 

8080 

8500 

23 

3880 

4330 

4780 

5220 

5650 

6080 

6500 

6920 

7330 

7730 

8130 

24 

3720 

4150 

4580 

5000 

5420 

5830 

6230 

6630 

7020 

7410 

7790 

25 

3570 

3980 

4400 

4800 

5200 

5590 

5980 

6360 

6740 

7110 

7480 

26 

3430 

3830 

4230 

4620 

5000 

5380 

5750 

6120 

6480 

6840 

7190 

27 

3310 

3690 

4070 

4440 

4810 

5180 

5540 

5890 

6240 

6590 

6930 

28 

3190 

3560 

3920 

4290 

4640 

4990 

5340 

5680 

6020 

6350 

6680 

29 

3080 

3440 

3790 

4140 

4480 

4820 

5160 

5480 

5810 

6130 

6450 

30 

2980 

3320 

3660 

4000 

4330 

4660 

4980 

5300 

5620 

5930 

6230 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 






























































144 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO LONG LEG. 


Safe loads below are figured for fibre stress of 16 000 pounds - 
per square inch and include weight of angle. C 


Distance 

Section No. A 91. 

Section No. A 129 




2\" 

X 2" 



3" x 2" 

between 

3 // 

l // 

5 // 

3// 

7 // 

l n 

3 " 

l n 

5 n 

3 n 

7 " 

l n 


16 

4 

T6 

8 

16 

2 

16 

4 

16 

8 

16 

2 

supports 

2.75 

3.62 

4.5 

5.3 

6.1 

6.8 

3.07 

4.1 

5.0 

5.9 

6.8 

7.7 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

in ieet. 

per 

per 

per 

per 

per 

per 

per 

per 

per 

per 

per 

per 


foot. 

foot. 

foot. 

foot. 

foot. 

foot. 

foot. 

foot. 

foot. 

foot. 

foot. 

foot. 

2 

1050 

1360 

1650 

1930 

2200 

2460 

1070 

1390 

1690 

1980 

2260 

2530 

3 

700 

900 

1100 

1290 

1470 

1640 

710 

920 

1120 

1320 

1510 

1690 

4 

520 

680 

830 

970 

1100 

1230 

530 

690 

840 

990 

1130 

1260 

5 

420 

540 

660 

770 

880 

990 

430 

550 

670 

790 

900 

1010 

6 

350 

450 

550 

640 

730 

820 

360 

460 

560 

660 

750 

840 

7 

300 

390 

470 

550 

630 

700 

310 

400 

480 

570 

650 

720 

8 

260 

340 

410 

480 

550 

620 

270 

350 

420 

500 

560 

630 

9 

230 

290 

360 

420 

480 

540 

240 

310 

370 

440 

500 

560 

10 

210 

260 

330 

380 

430 

490 

210 

280 

340 

400 

450 

510 

11 

190 

240 

300 

340 

390 

440 

190 

250 

310 

360 

410 

460 

12 

170 

220 

270 

320 

360 

400 

180 

230 

280 

330 

380 

420 


Distance 


Section No. A 93 

. 


between 



3" x 

to 

tO|M 



supports 

l " 

5 n 

3'/ 

7 n 

l n 

9 tr 


4 

16 

8 

16 

2 

16 

in feet. 

4.5 lbs. 

5.6 lbs. 

6.6 lbs. 

7.6 lbs. 

8.5 lbs. 

9.5 lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

2160 

2640 

3100 

3540 

3970 

4380 

3 

1440 

1760 

2060 

2360 

2650 

2920 

4 

1080 

1320 

1550 

1770 

1980 

2190 

5 

860 

1050 

1240 

1420 

1590 

1750 

6 

720 

880 

1030 

1180 

1320 

1460 

7 

620 

750 

880 

1010 

1130 

1250 

8 

540 

660 

770 

890 

990 

1100 

9 

480 

590 

690 

790 

880 

970 

10 

430 

530 

620 

710 

790 

880 

11 

390 

480 

560 

640 

720 

800 

12 

360 

440 

i 

520 

590 

660 

730 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = ^ span. 

















































































































CAMBRIA STEEL. 


145 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO LONG LEG. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. £ 


Distance 

Section No. A 95. 

between 

O 1// v Ol// 

0 2 A ^2 

supports 

1 // 

5 n 

3 // 

7 // 

1 // 

9 // 

4 

16 

8 

16 

2 

16 

in feet. 

4.9 

6.1 

7.2 

8.3 

9.4 

10.4 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

2200 

2690 

3160 

3610 

4050 

4480 

3 

1460 

1790 

2110 

2410 

2700 

2990 

4 

1100 

1340 

1580 

1810 

2030 

2240 

5 

880 

1080 

1260 

1450 

1620 

1790 

6 

730 

900 

1050 

1200 

1350 

1490 

7 

630 

770 

900 

1030 

1160 

1280 

8 

550 

670 

790 

900 

1010 

1120 

9 

490 

600 

700 

800 

900 

1000 

10 

440 

540 

630 

720 

810 

900 

11 

400 

490 

570 

660 

740 

810 

12 

370 

450 

530 

600 

680 

750 


Distance 


Section No. A 97. 

3Y' x 3" 


between 

i// 

4 

5 " 
16 

r 

7." 

n> 

r 

9 " 
16 

5" 

8 

11" 

16 

r 

tt" 

7" 

supports 

5.4 

6.6 

7.9 

9.1 

10.2 

11.4 

12.5 

13.6 

14.7 

15.8 

16.8 

in feet. 

lbs 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

4160 

3850 

4540 

5200 

5840 

6460 

7070 

7660 

8230 

8790 

9350 

3 

2770 

2570 

3030 

3470 

3900 

4310 

4710 

5110 

5490 

5860 

6230 

4 

2080 

1930 

2270 

2600 

2920 

3230 

3530 

3830 

4120 

4400 

4670 

5 

1660 

1540 

1820 

2080 

2340 

2590 

2830 

3060 

3290 

3520 

3740 

6 

1390 

1280 

1510 

1730 

1950 

2150 

2360 

2550 

2740 

2930 

3120 

7 

1190 

1100 

1300 

1490 

1670 

1850 

2020 

2190 

2350 

2510 

2670 

8 

1040 

960 

1130 

1300 

1460 

1620 

1770 

1910 

2060 

2200 

2340 

9 

920 

860 

1010 

1160 

1300 

1440 

1570 

1700 

1830 

1950 

2080 

10 

830 

770 

910 

1040 

1170 

1290 

1410 

1530 

1650 

1760 

1870 

11 

750 

700 

830 

950 

1060 

1180 

1290 

1390 

1500 

1600 

1700 

12 

690 

640 

760 

870 

970 

1080 

1180 

1280 

1370 

1470 

1560 

13 

640 

590 

700 

800 

900 

990 

1090 

1180 

1270 

1350 

1440 

14 

590 

550 

650 

740 

830 

920 

1010 

1090 

1180 

1260 

1340 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 



























































































146 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO LONG LEG. 

Safe loads below are figured for fibre stress of 16 000 f 
pounds per square inch and include weight of angle. 1 


Section No. A 99. 


Distance 


4" x 3" 


between 
supports 
in feet. 

TS" 

r 

Te" 

r 

A" 

5." 

8 

ii/' 

T6 

i" 

tt" 

r 

7.2 

lbs. 

per ft. 

8.5 

lbs. 

per ft. 

9.8 
lbs. 
per ft. 

ii.i 

lbs. 

per ft. 

12.4 

lbs. 

per ft. 

13.6 

lbs. 
per ft. 

14.8 

lbs. 
per ft. 

16.0 

lbs. 

per ft. 

17.1 

lbs. 

per ft. 

18.3 

lbs. 

per ft. 

2 

3920 

4620 

5290 

5950 

6580 

7200 

7810 

8400 

8980 

9550 

3 

2610 

3080 

3530 

3960 

4390 

4800 

5200 

5600 

5980 

6360 

4 

1960 

2310 

2650 

2970 

3290 

3600 

3900 

4200 

4490 

4770 

5 

1570 

1850 

2120 

2380 

2630 

2880 

3120 

3360 

3590 

3820 

6 

1310 

1540 

1760 

1980 

2190 

2400 

2600 

2800 

2990 

3180 

7 

1120 

1320 

1510 

1700 

1880 

2060 

2230 

2400 

2560 

2730 

8 

980 

1150 

1320 

1490 

1650 

1800 

1950 

2100 

2240 

2390 

9 

870 

1030 

1180 

1320 

1460 

1600 

1730 

1870 

1990 

2120 

10 

780 

920 

1060 

1190 

1320 

1440 

1560 

1680 

1800 

1910 

11 

710 

840 

960 

1080 

1200 

1310 

1420 

1530 

1630 

1740 

12 

650 

770 

880 

990 

1100 

1200 

1300 

1400 

1500 

1590 

13 

600 

710 

810 

910 

1010 

1110 

1200 

1290 

1380 

1470 

14 

560 

660 

760 

850 

940 

1030 

1120 

1200 

1280 

1360 


Section No. A 131. 


Distance 
between 
supports 
in feet. 

4" x 3£" 

A" 

1" 

Te" 

r 

A" 

f" 

W' 

7.7 lbs. 
per ft. 

9.1 lbs. 
per ft. 

10.6 lbs. 
per ft. 

11.9 lbs. 
per ft. 

13.3 lbs. 
per ft. 

14.7 lbs. 
per ft. 

16.0 lbs. 
per ft. 

2 

5300 

6260 

7190 

8090 

8970 

9760 

10650 

3 

3530 

4170 

4790 

5390 

5980 

6510 

7100 

4 

2650 

3130 

3590 

4040 

4480 

4880 

5320 

5 

2120 

2500 

2870 

3240 

3590 

3900 

4260 

6 

1770 

2090 

2400 

2700 

2990 

3250 

3550 

7 

1510 

1790 

2050 

2310 

2560 

2790 

3040 

8 

1320 

1560 

1800 

2020 > 

2240 

2440 

2660 

9 

1180 

1390 

1600 

1800 

1990 

2170 

2370 

10 

1060 

1250 

1440 

1620 

1790 

1950 

2130 

11 

960 

1140 

1310 

1470 

1630 

1770 

1940 

12 

880 

1040 

1200 

1350 

1490 

1630 

1770 

13 

820 

960 

1110 

1240 

1380 

1500 

1640 

14 

760 

890 

1030 

1160 

1280 

1390 

1520 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 


































































































CAMBRIA STEEL. 


147 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO LONG LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. t 


Distance 


Section No. A 101. 


5" x 3' 


between 
supports 
in feet. 


I" 

7 " 
T6 

r 


f" 

w 

r 

16 

r 

8.2 

lbs. 

per ft. 

9.8 

lbs. 
per ft. 

11.3 

lbs. 

per ft. 

12.8 

lbs. 

per ft. 

14.3 

lbs. 
per ft. 

15.7 

lbs. 

per ft. 

17.1 

lbs. 

per ft. 

18.5 

lbs. 

per ft. 

19-9 

lbs. 

per ft. 

21.2 

lbs. 
per ft 

2 

4020 

4740 

5430 

6110 

6770 

7410 

8040 

8660 

9270 

9870 

3 

2680 

3160 

3620 

4070 

4510 

4940 

5360 

5770 

6180 

6580 

4 

2010 

2370 

2720 

3060 

3380 

3710 

4020 

4330 

4630 

4940 

5 

1610 

1900 

2170 

2440 

2710 

2960 

3220 

3460 

3710 

3950 

6 

1340 

1580 

1810 

2040 

2260 

2470 

2680 

2890 

3090 

3290 

7 

1150 

1350 

1550 

1750 

1930 

2120 

2300 

2470 

2650 

2820 

8 

1000 

1180 

1360 

1530 

1690 

1850 

2010 

2160 

2320 

2470 

9 

890 

1050 

1210 

1360 

1500 

1650 

1790 

1920 

2060 

2190 

10 

800 

950 

1090 

1220 

1350 

1480 

1610 

1730 

1850 

1970 

11 

730 

860 

990 

1110 

1230 

1350 

1460 

1570 

1690 

1790 

12 

670 

790 

910 

1020 

1130 

1240 

1340 

1440 

1540 

1650 

13 

620 

730 

840 

940 

1040 

1140 

1240 

1330 

1430 

1520 

14 

570 

680 

780 

870 

970 

1060 

1150 

1240 

1320 

1410 


Distance 

between 


Section No. A 103. 


5" x 3V' 


sup- 

A" 

r 

7 " 
16 

r 

9 " 
16 

5 ft 

11 " 

16 

I" 

13" 

16 

7 // 

i 

it" 

ports 

8.7 

10.4 

12.0 

13.6 

15.2 

16.8 

18.3 

19.8 

21.3 

22.7 

24.2 

in feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

5450 

6430 

7400 

8320 

9230 

10110 

10980 

11820 

12650 

13450 

14270 

3 

3630 

4290 

4930 

5550 

6150 

6740 

7320 

7880 

8430 

8970 

9510 

4 

2720 

3220 

3700 

4160 

4610 

5060 

5490 

5910 

6330 

6730 

7130 

5 

2180 

2570 

2960 

3330 

3690 

4050 

4390 

4730 

5060 

5380 

5710 

6 

1820 

2140 

2470 

2770 

3080 

3370 

3660 

3940 

4220 

4490 

4760 

7 

1560 

1840 

2110 

2380 

2640 

2890 

3140 

3380 

3610 

3850 

4080 

8 

1360 

1610 

1850 

2080 

2310 

2530 

2740 

2960 

3160 

3370 

3570 

9 

1210 

1430 

1640 

1850 

2050 

2250 

2440 

2630 

2810 

2990 

3170 

10 

1090 

1290 

1480 

1660 

1850 

2020 

2200 

2360 

2530 

2690 

2850 

11 

990 

1170 

1340 

1510 

1680 

1840 

2000 

2150 

2300 

2450 

2590 

12 

910 

1070 

1230 

1390 

1540 

1690 

1830 

1970 

2110 

2240 

2380 

13 

840 

990 

1140 

1280 

1420 

1560 

1690 

1820 

1950 

2070 

2190 

14 

780 

920 

1060 

1190 

1320 

1440 

1570 

1690 

1810 

1920 

2040 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = 355 span. 

















































































































148 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 


UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO LONG LEG. 


Safe loads below are figured for fibre stress of 16 000 pounds £ 
per square inch and include weight of angle. 



Section No. A 135. 

Distance between 

5" x 4" 

supports in 

1" 

A" 

r 

A" 

t" 

tt" 

feet. 

11.0 

12.8 

14.5 

16.2 

17.8 

19.5 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

8370 

9630 

10860 

12050 

13220 

14360 

3 

5580 

6420 

7240 

8030 

8810 

9570 

4 

4180 

4810 

5430 

6030 

6610 

7180 

5 

3350 

3850 

4340 

4820 

5290 

5740 

6 

2790 

3210 

3620 

4020 

4410 

4790 

7 

2390 

2750 

3100 

3440 

3780 

4100 

8 

2090 

2410 

2710 

3010 

3300 

3590 

9 

1860 

2140 

2410 

2680 

2940 

3190 

10 

1670 

1930 

2170 

2410 

2640 

2870 

11 

1520 

1750 

1970 

2190 

2400 

2610 

12 

1390 

1600 

1810 

2010 

2200 

2390 

13 

1290 

1480 

1670 

1850 

2030 

2210 

14 

1200 

1380 

1550 

1720 

1890 

2050 

15 

1120 

1280 

1450 

1610 

1760 

1910 

16 

1050 

1200 

1360 

1510 

1650 

1790 


Distance 


Section No. A 105. 


6" x 3V 


sup- 

1" 

A" 

r 

A" 

r 

tt" 

A" 

4 


¥' 

w 

1 " 

ports 

11.7 

13.5 

15.3 

17.1 

18.9 

20.6 

22.4 

24.0 

25.7 

27.3 

28.9 

in feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

6570 

7550 

8500 

9430 

10340 

11230 

12100 

12960 

13800 

14640 

15470 

3 

4380 

5030 

5670 

6290 

6890 

7480 

8070 

8640 

9200 

9760 

10310 

4 

3280 

3770 

4250 

4720 

5170 

5610 

6050 

6480 

6900 

7320 

7730 

5 

2630 

3020 

3400 

3770 

4140 

4490 

4840 

5180 

5520 

5850 

6190 

6 

2190 

2520 

2830 

3140 

3450 

3740 

4030 

4320 

4600 

4880 

5160 

7 

1880 

2160 

2430 

2690 

2950 

3210 

3460 

3700 

3940 

4180 

4420 

8 

1640 

1890 

2120 

2360 

2580 

2810 

3020 

3240 

3450 

3660 

3870 

9 

1460 

1680 

1890 

2100 

2300 

2490 

2690 

2880 

3070 

3250 

3440 

10 

1310 

1510 

1700 

1890 

2070 

2250 

2420 

2590 

2760 

2930 

3090 

11 

1190 

1370 

1550 

1710 

1880 

2040 

2200 

2360 

2510 

2660 

2810 

12 

1090 

1260 

1420 

1570 

1720 

1870 

2020 

2160 

2300 

2440 

2580 

13 

1010 

1160 

1310 

1450 

1590 

1730 

1860 

1990 

2120 

2250 

2380 

14 

940 

1080 

1210 

1350 

1480 

1600 

1730 

1850 

1970 

2090 

2210 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 

































































































CAMBRIA STEEL. 




149 

SAFE 

LOADS 

IN POUNDS UNIFORMLY 

DIS- 




TRIBUTED FOR CAMBRIA 

ANGLES. 







UNEQUAL LEGS 

• 




1 


NEUTRAL AXIS PARALLEL TO LONG LEG. 



lL 













I 

Safe loads below are figured for fibre stress of 16 000 pounds 

l_ 


J 

per square inch and include weight of angle. 







Distance 




Section No. 

A 107. 





















6 

" x 4 

n 






between 

sup- 

t" 

A" 

r 

A" 

f" 

ii// 

T6 

i" 

W' 

7 " 
¥ 

15" 

1 6 

1" 

ports 

12.3 

14.3 

16.2 

18.1 

20.0 

21.8 

23.6 

25.4 

27.2 

28.9 

30.6 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

8550 

9840 

11100 

12320 

13520 

14690 

15840 

16970 

18070 

19160 

20230 

3 

5700 

6560 

7400 

8220 

9020 

9800 

10560 

11310 

12050 

12770 

13490 

4 

4280 

4920 

5550 

6160 

6760 

7350 

7920 

8480 

9040 

9580 

10120 

5 

3420 

3940 

4440 

4930 

5410 

5880 

6340 

6790 

7230 

7660 

8090 

6 

2850 

3280 

3700 

4110 

4510 

4900 

5280 

5660 

6020 

6390 

6740 

7 

2440 

2810 

3170 

3520 

3860 

4200 

4530 

4850 

5760 

5470 

5780 

8 

2140 

2460 

2770 

3080 

3380 

3670 

3960 

4240 

4520 

4790 

5060 

9 

1900 

2190 

2470 

2740 

3010 

3270 

3520 

3770 

4020 

4260 

4500 

10 

1710 

1970 

2220 

2460 

2700 

2940 

3170 

3390 

3610 

3830 

4050 

11 

1550 

1790 

2020 

2240 

2460 

2670 

2880 

3080 

3290 

34S0 

3680 

12 

1430 

1640 

1850 

2050 

2250 

2450 

2640 

2830 

3010 

3190 

3370 

13 

1320 

1510 

1710 

1900 

2080 

2260 

2440 

2610 

2780 

2950 

3110 

14 

1220 

1410 

1590 

1760 

1930 

2100 

2260 

2420 

2580 

2740 

2890 

15 

1140 

1310 

1480 

1640 

1800 

1960 

2110 

2260 

2410 

2550 

2700 

16 

1070 

1230 

1390 

1540 

1690 

1840 

1980 

2120 

2260 

2400 

2530 



Section No. A 109. 

Distance 





7" X 

3*" 






between 

supports 

re" 

h" 

A" 

5" 

8 

W' 

3." 

4 

13/' 

16 

1" 

15" 

16 

1" 

15.0 

17.0 

19.1 

210 

23.0 

24.9 

26.8 

28.7 

30.5 

32.3 

in feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 



per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

7670 

8640 

9590 

10520 

11430 

12320 

13210 

14090 

14950 

15810 

< 

3 

5110 

5760 

6390 

7010 

7620 

8220 

8810 

9390 

9960 

10540 


4 

3840 

4320 

4790 

5260 

5710 

6160 

6600 

7040 

7470 

7900 


5 

3070 

3460 

3840 

4210 

4570 

4930 

5280 

5630 

5980 

6320 

6 

2560 

2880 

3200 

3510 

3810 

4110 

4400 

4700 

4980 

5270 


y 

2190 

2470 

2740 

3010 

3270 

3520 

3770 

4020 

4270 

4520 

8 

1920 

2160 

2400 

2630 

2860 

3080 

3300 

3520 

3740 

3950 

9 

1700 

1920 

2130 

2340 

2540 

2740 

2940 

3130 

3320 

3510 

10 

1530 

1730 

1920 

2100 

2290 

2460 

2640 

2820 

2990 

3160 

11 

1390 

1570 

1740 

1910 

2080 

2240 

2400 

2560 

2720 

2870 

12 

1280 

1440 

1600 

1750 

1900 

2050 

2200 

2350 

2490 

2630 

13 

1180 

1330 

1480 

1620 

1760 

1900 

2030 

2170 

2300 

2430 

14 

1100 

1230 

1370 

1500 

1630 

1760 

1890 

2010 

2140 

2260 

15 

1020 

1150 

1280 

1400 

1520 

1640 

1760 

1880 

1990 

2110 

16 

960 

1080 

1200 

1320 

1430 

1540 

1650 

1760 

1870 

1980 

For safe loads below heavy lines the deflections will be greater than the 

allowable limit for plastered ceilings = 

siu span. 
















































































































150 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 


UNEQUAL LEGS. 


NEUTRAL AXIS PARALLEL TO LONG LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. 



Section No. A 112. 


Distance g/A 


between 


supports 

in feet. 

1" 

A" 

t" 

tt" 

i" 

tt" 

r 

W' 

1" 

23.0 

25.7 

28.5 

31.2 

33.8 

36.5 

39.1 

41.7 

44.2 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

4 

12770 

14230 

15670 

17080 

18460 

19830 

21170 

22490 

23790 

5 

10210 

11380 

12530 

13660 

14770 

15860 

16930 

17990 

19030 

6 

8510 

9480 

10440 

11380 

12310 

13220 

14110 

14990 

15860 

7 

7290 

8130 

8950 

9760 

10550 

11330 

12090 

12850 

13590 

8 

6380 

7110 

7830 

8540 

9230 

9910 

10580 

11240 

11890 

9 

5670 

6320 

6960 

7590 

8200 

8810 

9400 

9990 

10570 

10 

5100 

5690 

6260 

6830 

7380 

7930 

8460 

8990 

9510 

11 

4640 

5170 

5690 

6210 

6710 

7210 

7690 

8170 

8650 

12 

4250 

4740 

5220 

5690 

6150 

6610 

7050 

7490 

7930 

13 

3920 

4370 

4820 

5250 

5680 

6100 

6510 

6920 

7320 

14 

3640 

4060 

4470 

4880 

5270 

5660 

6040 

6420 

6790 

15 

3400 

3790 

4170 

4550 

4920 

5280 

5640 

5990 

6340 

16 

3190 

3550 

3910 

4270 

4610 

4950 

5290 

5620 

5940 

17 

3000 

3340 

3680 

4010 

4340 

4660 

4980 

5290 

5590 

18 

2830 

3160 

3480 

3790 

4100 

4400 

4700 

4990 

5280 

19 

2680 

2990 

3290 

3590 

3880 

4170 

4450 

4730 

5000 

20 

2550 

2840 

3130 

3410 

3690 

3960 

4230 

4490 

4750 

21 

2430 

2710 

2980 

3250 

3510 

3770 

4030 

4280 

4530 

22 

2320 

2580 

2840 

3100 

3350 

3600 

3840 

4090 

4320 

23 

2220 

2470 

2720 

2970 

3210 

3440 

3680 

3910 

4130 

24 

2120 

2370 

2610 

2840 

3070 

3300 

3520 

3740 

3960 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 






















































CAMBRIA STEEL. 151 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. q 



Section No. A 91. 

Distance between 

2\" x 2" 

supports in 

3 n 

l '/ 

5 ft 

3// 

7 ft 

i tt 


16 

4 

16 

8 

16 

2 

feet. 

2.75 lbs. 

3.62 lbs. 

4.5 lbs. 

5.3 lbs. 

6.1 lbs. 

6-8 lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

1560 

2030 

2490 

2920 

3330 

3730 

3 

1040 

1360 

1660 

1940 

2220 

2480 

4 

780 

1020 

1240 

1460 

1660 

1860 

5 

620 

810 

990 

1170 

1330 

1490 

6 

520 

680 

830 

970 

1110 

1240 

7 

450 

580 

710 

830 

950 

1070 

8 

390 

510 

620 

730 

830 

930 

9 

350 

450 

550 

650 

740 

830 

10 

310 

410 

500 

580 

670 

750 

11 

280 

370 

450 

530 

610 

680 

12 

260 

340 

410 

490 

560 

620 


Section No. A 129. 

Distance between 

3" x 2" 

supports in. 

3 n 

l ft 

5 ft 

3 ft 

7 ft 

i n 


16 

4 

16 

8 

i6 

2 

feet. 

3.07 lbs. 

4.1 lbs. 

5.0 lbs. 

5.9 lbs. 

6-8 .lbs. 

7.7 lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

2210 

2890 

3540 

4170 

4770 

5350 

3 

1470 

1930 

2360 

2780 

3180 

3570 

4 

1110 

1440 

1770 

2080 

2380 

2670 

5 

880 

1160 

1420 

1670 

1910 

2140 

6 

740 

960 

1180 

1390 

1590 

1780 

7 

630 

830 

1010 

1190 

1360 

1530 

8 

550 

720 

890 

1040 

1190 

1340 

9 

490 

640 

790 

930 

1060 

1190 

10 

440 

580 

710 

830 

950 

1070 

11 

400 

530 

640 

760 

870 

970 

12 

370 

480 

590 

690 

800 

890 


For safe loads below heavy lines the deflections will ‘be greater than the 
allowable limit for plastered ceilings = span. 





























































































152 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. 

















































































CAMBRIA STEEL. 


153 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. _ 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. 1 


Section No. A 97. 


Distance 





3 

X 3" 





between 

i// 

4 

5 n 
T6 

r 

7 n 
T6 

r 

A" 

|> // 

W' 

r 

if" 

r 

supports 

5.4 

6.6 

7.9 

9.1 

10.2 

11.4 

12.5 

13.6 

14.7 

15.8 

16.8 

in feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

[per ft 

per ft. 

per ft. 

per ft. 

[per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

3090 

5090 

6010 

6890 

7750 

8590 

9400 

10190 

10960 

11710 

12440 

S 

2060 

3390 

4000 

4600 

5170 

5730 

6270 

6790 

7300 

7800 

8290 

4 

1550 

2540 

3000 

3450 

3880 

4290 

4700 

5090 

5480 

5850 

6220 

5 

1240 

2040 

2400 

2760 

3100 

3440 

3760 

4080 

4380 

4680 

4980 

6 

1030 

1700 

2000 

2300 

2580 

2860 

3130 

3400 

3650 

3900 

4150 

7 

880 

1450 

1720 

1970 

2220 

2450 

2690 

2910 

3130 

3340 

3550 

8 

770 

1270 

1500 

1720 

1940 

2150 

2350 

2550 

2740 

2930 

3110 

9 

690 

1130 

1330 

1530 

1720 

1910 

2090 

2260 

2430 

2600 

2760 

10 

620 

1020 

1200 

1380 

1550 

1720 

1880 

2040 

2190 

2340 

2490 

11 

560 

930 

1090 

1250 

1410 

1560 

1710 

1850 

1990 

2130 

2260 

12 

520 

850 

1000 

1150 

1290 

1430 

1570 

1700 

1830 

1950 

2070 

13 

480 

780 

920 

1060 

1190 

1320 

1450 

1570 

1690 

1800 

1910 

14 

440 

730 

860 

980 

1110 

1230 

1340 

1460 

1570 

1670 

1780 

15 

410 

680 

800 

920 

1030 

1150 

1250 

1360 

1460 

1560 

1660 

16 

390 

640 

750 

860 

970 

1070 

1180 

1270 

1370 

1460 

1550 



Section No. A 99. 

Distance 

* 




4" x 3" 





between 

supports 

5 " 
16 

3" 

8 

7 " 
T6 

r 

A" 

r 

W' 

i" 

if" 

i" 

7.2 

8.5 

9.8 

hi 

12^4 

13.6 

14.8 

16.0 

17.1 

18.3 

in feet. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 



per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

£ 


6580 

7780 

8940 

10070 

11170 

12240 

13280 

14300 

15290 

16260 

£ 

\ 

4390 

5180 

5960 

6710 

7450 

8160 

8860 

9530 

10190 

10840 

4 

: 

3290 

3890 

4470 

5040 

5590 

6120 

6640 

7150 

7650 

8130 

£ 


2630 

3110 

3580 

4030 

4470 

4900 

5310 

5720 

6120 

6500 

6 

2190 

2590 

2980 

3360 

3720 

4080 

4430 

4770 

5100 

5420 

*5 


1880 

2220 

2550 

2880 

3190 

3500 

3800 

4090 

4370 

4650 

8 

1640 

1940 

2240 

2520 

2790 

3060 

3320 

3580 

3820 

4060 

9 

1460 

1730 

1990 

2240 

2480 

2720 

2950 

3180 

3400 

3610 

10 

1320 

1560 

1790 

2010 

2230 

2450 

2660 

2860 

3060 

3250 

11 

1200 

1410 

1630 

1830 

2030 

2230 

2420 

2600 

2780 

2960 

12 

1100 

1300 

1490 

1680 

1860 

2040 

2210 

2380 

2550 

2710 

13 

1010 

1200 

1380 

1550 

1720 

1880 

2040 

2200 

2350 

2500 

14 

940 

1110 

1280 

1440 

1600 

1750 

1900 

2040 

2180 

2320 

15 

880 

1040 

1190 

1340 

1490 

1630 

1770 

1910 

2040 

2170 

16 

820 

970 1 

1120 

1260 

1400 

1530 

1660 

1790 

1910 

2030 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = 3 £<r span. 

















































































































154 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 
UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. — 

Safe loads below are figured for fibre stress of 16 000 pounds ,— 

p er square inch and include weight of angle. _ 

Section No. A 131. 


Distance between 


4"x3i" 


supports in 

feet. 

A" 

r 

T&" 

i " 

A" 

r 

tt" 

7.7 
lbs. 
per ft. 

9.1 
lbs. 
per ft. 

10.6 

lbs. 
per ft. 

11.9 

lbs. . 
per ft. 

13.3 

lbs. 
per ft. 

14.7 

lbs. 
per ft. 

16.0 

lbs. 
per ft. 

2 

6740 

7970 

9160 

10320 

11450 

12550 

13630 

3 

4490 

5310 

6110 

6880 

7640 

8370 

9080 

4 

3370 

3980 

4580 

5160 

5730 

6280 

6810 

5 

2690 

3190 

3660 

4130 

4580 

5020 

5450 

6 

2250 

2660 

3050 

3440 

3820 

4180 

4540 

7 

1920 

2280 

2620 

2950 

3270 

3590 

3890 

8 

1680 

1990 

2290 

2580 

2860 

3140 

3410 

9 

1500 

1770 

2040 

2290 

2550 

2790 

3030 

10 

1350 

1590 

1830 

2060 

2290 

2510 

2730 

11 

1220 

1450 

1670 

1880 

2080 

2280 

2480 

12 

1120 

1330 

1530 

1720 

1910 

2090 

2270 

13 

1040 

1230 

1410 

1590 

1760 

1930 

2100 

14 

960 

1140 

1310 

1470 

1640 

1790 

1950 

15 

900 

1060 

1220 

1380 

1530 

1670 

1820 

16 

840 

1000 

1150 

1290 

1430 

1570 

1700 


Section No. A 101. 


Distance 
between 
supports 
in feet. 

5"x3" 

A" 

t" 

A" 

r 

A" 

r 

ii" 

16 

i" 

W' 

r 

8.2 

lbs. 

per ft. 

9.8 

lbs. 

per ft. 

11.3 

lbs. 

per ft. 

12.8 

lbs. 

per ft. 

14.3 

lbs. 

per ft. 

15.7 

lbs. 

per ft. 

17.1 

lbs. 

per ft. 

18.5 

lbs. 

per ft. 

19.9 

lbs. 
per ft. 

21.2 

lbs. 

per ft. 

2 

10060 

11920 

13740 

15510 

17240 

18930 

20580 

22190 

23770 

25310 

3 

6710 

7950 

9160 

10340 

11490 

12620 

13720 

14790 

15850 

10870 

4 

5030 

5960 

6870 

7760 

8620 

9470 

10290 

11100 

11880 

12660 

6 

4020 

4770 

5500 

6210 

6900 

7570 

8230 

8880 

9510 

10120 

6 

3350 

3970 

4580 

5170 

5750 

6310 

6860 

7400 

7920 

8440 

7 

2870 

3410 

3930 

4430 

4930 

5410 

5880 

6340 

6790 

7230 

8 

2520 

2980 

3440 

3880 

4310 

4730 

5140 

5550 

5940 

6330 

9 

2240 

2650 

3050 

3450 

3830 

4210 

4570 

4930 

5280 

5620 

10 

2010 

2380 

2750 

3100 

3450 

3790 

4120 

4440 

4750 

5060 

11 

1830 

2170 

2500 

2820 

3130 

3440 

3740 

4030 

4320 

4600 

12 

1680 

1990 

2290 

2590 

2870 

3160 

3430 

3700 

3960 

4220 

13 

1550 

1830 

2110 

2390 

2650 

2910 

3170 

3410 

3660 

3890 

14 

1440 

1700 

1960 

2220 

2460 

2700 

2940 

3170 

3400 

3620 

15 

1340 

1590 

1830 

2070 

2300 

2520 

2740 

2960 

3170 

3370 

16 

1260 

1490 

1720 

1940 

2160 

2370 

2570 

2770 

2970 

3160 

17 

1180 

1400 

1620 

1830 

2030 

2230 

2420 

2610 

2800 

2980 

18 

1120 

1330 

1530 

1720 

1920 

2100 

2290 

2470 

2640 

2810 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = gfo span. 

































































































CAMBRIA STEEL. 


155 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. 


L 


Distance 

between 


Section No. A 103. 


5" x 


34 " 


sup¬ 
ports 
in feet. 

A" 

r 

7 n 
T6 

i" 

A" 

1" 

ii// 

T5 

3// 

4 

W' 

V' 


8.7 

lbs. 

per ft. 

10.4 

lbs. 

per ft. 

12.0 

lbs. 
per ft. 

13.6 

lbs. 
per ft. 

15.2 

lbs. 
per ft. 

16.8 

lbs. 

per ft. 

18.3 

lbs. 
per ft. 

19.8 

lbs. 
per ft. 

21.3 

lbs. 

per ft. 

22.1 

lbs. 
per ft. 

24.2 

lbs. 

per ft. 

2 

10320 

12240 

14100 

15930 

17710 

19450 

21150 

22810 

24440 

26030 

27590 

3 

6880 

8160 

9400 

10620 

11810 

12970 

14100 

15210 

16290 

17350 

18400 

4 

5160 

6120 

7050 

7960 

8850 

9720 

10570 

11410 

12220 

13020 

13800 

5 

4130 

4890 

5640 

6370 

7080 

7780 

8460 

9120 

9780 

10410 

11040 

6 

3440 

4080 

4700 

5310 

5900 

6480 

7050 

7600 

8150 

8680 

9200 

7 

2950 

3500 

4030 

4550 

5060 

5560 

6040 

6520 

6980 

7440 

(7880 

8 

2580 

3060 

3530 

3980 

4430 

4860 

5290 

5700 

6110 

6510 

6900 

9 

2290 

2720 

3130 

3540 

3940 

4320 

4700 

5070 

5430 

5780 

6130 

10 

2060 

2450 

2820 

3190 

3540 

3890 

4230 

4560 

4890 

5210 

5520 

11 

1880 

2220 

2560 

2900 

3220 

3540 

3850 

4150 

4440 

4730 

5020 

12 

1720 

2040 

2350 

2650 

2950 

3240 

3520 

3800 

4070 

4340 

4600 

13 

1590 

1880 

2170 

2450 

2720 

2990 

3250 

3510 

3760 

4000 

4240 

14 

1470 

1750 

2010 

2280 

2530 

2780 

3020 

3260 

3490 

3720 

3940 

15 

1380 

1630 

1880 

2120 

2360 

2590 

2820 

3040 

3260 

3470 

3680 

16 

1290 

1530 

1760 

1990 

2210 

2430 

2840 

2850 

3050 

3250 

3450 

17 

1210 

1440 

1660 

1870 

2080 

2290 

2490 

2680 

2880 

3060 

3250 

18 

1150 

1360 

1570 

1770 

1970 

2160 

2350 

2530 

2720 

2890 

3070 


Distance between 


Section No. A 135. 


5" x 4 


ft 


supports in 
feet. 

t" 

A" 

r 

A" 

f" 

tt" 

11.0 lbs. 
per ft. 

12.8 lbs. 
per ft. 

14.5 lbs. 
per ft. 

16.2 lbs. 
per ft. 

17.8 lbs. 
per ft. 

19.5 lbs. 
per ft. 

2 

12500 

14410 

16280 

18100 

19880 

21620 

3 

8330 

9610 

10850 

‘ 12070 

13250 

14420 

4 

6250 

7200 

8140 

9050 

9940 

10810 

5 

5000 

5760 

6510 

7240 

7950 

8650 

6 

4170 

4800 

5430 

6030 

6630 

7210 

7 

3570 

4120 

4650 

5170 

5680 

6180 

8 

3120 

3600 

4070 

4520 

* 4970 

5410 

9 

2780 

3200 

3620 

4020 

4420 

4810 

10 

2500 

2880 

3260 

3620 

3980 

4320 

11 

2270 

2620 

2960 

3290 

3610 

3930 

12 

2080 

2400 

2710 

3020 

3310 

3600 

13 

1920 

2220 

2500 

2780 

3060 

3330 

14 

1790 

2060 

2330 

2590 

2840 

3090 

15 

1670 

1920 

2170 

2410 

2650 

2880 

16 

1560 

1800 

2030 

2260 

2490 

2700 

17 

1470 

1700 

1910 

2130 

2340 

2540 

18 

1390 

1600 

1810 

2010 

2210 

2400 


For safe loads below heavy lines 
allowable limit for plastered ceilings 


the deflections will be greater than the 
= niff span. 





























































































156 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 


Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. 


Section No. A 105. 


Distance 6 " x 3 ^/ 


between 


sup¬ 

ports 

r 

A" 

i" 

A" 

t" 

tt" 

i" 

tt" 

¥' 

W' 

1" 

in feet. 

11.7 

13.5 

15.3 

17.1 

18.9 

20.6 

22.4 

24.0 

25.7 

27.3 

28.9 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

17300 

19980 

22600 

25160 

27670 

30130 

32550 

34910 

37230 

39510 

41630 

3 

11540 

13320 

15060 

16770 

18450 

20090 

21700 

23270 

24820 

26340 

27750 

4 

8650 

9990 

11300 

12580 

13840 

15070 

16270 

17460 

18620 

19760 

20810 

5 

6920 

7990 

9040 

10060 

11070 

12050 

13020 

13960 

14890 

15800 

16650 

6 

5770 

6660 

7530 

8390 

9220 

10040 

10850 

11640 

12410 

13170 

13880 

7 

4940 

5710 

6460 

7190 

7910 

8610 

9300 

9970 

10640 

11290 

11890 

8 

4330 

4990 

5650 

6290 

6920 

7530 

8140 

8730 

9310 

9880 

10410 

9 

3850 

4440 

5020 

5590 

6150 

6700 

7230 

7760 

8270 

8780 

9250 

10 

3460 

4000 

4520 

5030 

5530 

6030 

6510 

6980 

7450 

7900 

8330 

11 

3150 

3630 

4110 

4570 

5030 

5480 

5920 

6350 

6770 

7180 

7570 

12 

2880 

3330 

3770 

4190 

4610 

5020 

5420 

5820 

6210 

6590 

6940 

13 

2660 

3070 

3480 

3870 

4260 

4640 

5010 

5370 

5730 

6080 

6400 

14 

2470 

2850 

3230 

3590 

3950 

4300 

4650 

4990 

5320 

5640 

5950 

15 

2310 

2660 

3010 

3350 

3690 

4020 

4340 

4650 

4960 

5270 

5550 

16 

2160 

2500 

2820 

3150 

3460 

3770 

4070 

4360 

4650 

4940 

5200 

17 

2040 

2350 

2660 

2960 

3260 

3550 

3830 

4110 

4380 

4650 

4900 

18 

1920 

2220 

2510 

2800 

3070 

3350 

3620 

3880 

4140 

4390 

4630 

19 

1820 

2100 

2380 

2650 

2910 

3170 

3430 

3680 

3920 

4160 

4380 

20 

1730 

2000 

2260 

2520 

2770 

3010 

3250 

3490 

3720 

3950 

4160 

21 

1650 

1900 

2150 

2400 

2640 

2870 

3100 

3320 

3550 

3760 

3960 

22 

1570 

1810 

2050 

2290 

2520 

2740 

2960 

3170 

3380 

3590 

3780 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = span. 






























































CAMBRIA STEEL. 


157 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 


UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. 



Section No. A 107. 


Distance 


6" x 4" 


between 


sup¬ 

ports 

r 

7 " 
T5 

i" 

A" 

r 

tt" 

r 

it" 

r 

W' 

1 " 

in feet. 

12.3 

14.3 

16.2 

18.1 

20.0 

21.8 

23.6 

25.4 

27.2 

28.9 

30.6 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

2 

17700 

20430 

23120 

25750 

28320 

30850 

33330 

35760 

38140 

40480 

42780 

3 

11800 

13620 

15410 

17160 

18880 

20570 

22220 

23840 

25430 

26990 

28520 

4 

8850 

10230 

11560 

12870 

14160 

15420 

16660 

17880 

19070 

20240 

21390 

5 

7080 

8170 

9250 

10300 

11330 

12340 

13330 

14300 

15260 

16190 

17110 

6 

5900 

6810 

7710 

8580 

9440 

10280 

11110 

11920 

12710 

13490 

14260 

7 

5060 

5840 

6600 

7360 

8090 

8810 

9520 

10220 

10900 

11570 

12220 

8 

4420 

5110 

5780 

6440 

7080 

7710 

8330 

8940 

9540 

10120 

10700 

9 

3930 

4540 

5140 

5720 

6290 

6860 

7410 

7950 

8480 

9000 

9510 

10 

3540 

4090 

4620 

5150 

5660 

6170 

6670 

7150 

7630 

8100 

8560 

11 

3220 

3720 

4200 

4680 

5150 

5610 

6060 

6500 

6930 

7360 

7780 

12 

2950 

3410 

3850 

4290 

4720 

5140 

5550 

5960 

6360 

6750 

7130 

13 

2720 

3140 

3560 

3960 

4360 

4750 

5130 

5500 

5870 

6230 

6580 

14 

2530 

2920 

3300 

3680 

4050 

4410 

4760 

5110 

5450 

5780 

6110 

15 

2360 

2720 

3080 

3430 

3780 

4110 

4440 

4770 

5090 

5400 

5700 

16 

2210 

2550 

2890 

3220 

3540 

3860 

4170 

4470 

4770 

5060 

5350 

17 

2080 

2400 

2720 

3030 

3330 

3630 

3920 

4210 

4490 

4760 

5030 

18 

1970 

2270 

2570 

2860 

3150 

3430 

3700 

3970 

4240 

4500 

4750 

19 

1860 

2150 

2430 

2710 

2980 

3250 

3510 

3760 

4020 

4260 

4500 

20 

1770 

2040 

2310 

2570 

2830 

3080 

3330 

3580 

3810 

4050 

4280 

21 

1690 

1950 

2200 

2450 

2700 

2940 

3170 

3400 

3630 

3860 

4070 

22 

1610 

1860 

2100 

2340 

2570 

2800 

3030 

3250 

3470 

3680 

3890 


For safe loads below heavy lines the deflections will be greater than the 


allowable limit for plastered ceilings = 3 bb span. 




























































158 


CAMBRIA STEEL. 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. i 


Section No. A 109. 


Distance 


7" x 3£" 


between 

supports 

in feet. 

A" 

*" 

A" 

r 

tt" 

r 

it" 

7 // 

t 

if" 

1 " 

15.0 

lbs. 

per ft. 

17.0 

lbs. 

per ft. 

19.1 

lbs. 

per ft. 

21.0 

lbs. 
per ft. 

23.0 

lbs. 

per ft. 

24.9 

lbs. 
per ft. 

26.8 

lbs. 
per ft. 

28.7 

lbs. 

per ft. 

30.5 

lbs. 

per ft. 

32.3 

lbs. 

per ft. 

4 

13360 

15140 

16900 

18570 

20260 

21910 

23530 

25110 

26670 

28210 

6 

10690 

12120 

13520 

14850 

16210 

17530 

18830 

20090 

21340 

22560 

6 

8910 

10100 

11270 

12380 

13510 

14600 

15690 

16740 

17780 

18800 

7 

7640 

8650 

9660 

10610 

11580 

12520 

13450 

14350 

15240 

16120 

8 

6680 

7570 

8450 

9280 

10130 

10950 

11770 

12560 

13340 

14100 

9 

5940 

6730 

7510 

8250 

9010 

9740 

10460 

11160 

11850 

12540 

10 

5340 

6060 

6760 

7430 

8100 

8760 

9410 

10050 

10670 

11280 

11 

4860 

5510 

6150 

6750 

7370 

7970 

8560 

9130 

9700 

10260 

12 

4450 

5050 

5630 

6190 

6750 

7300 

7840 

8370 

8890 

9400 

13 

4110 

4660 

5200 

5710 

6230 

6740 

7240 

7730 

8210 

8680 

14 

3820 

4330 

4830 

5310 

5790 

6260 

6720 

7180 

7620 

8060 

15 

3560 

4040 

4510 

4950 

5400 

5840 

6280 

6700 

7110 

7520 

16 

3340 

3790 

4230 

4640 

5070 

5480 

5880 

6280 

6670 

7050 

17 

3140 

3560 

3980 

4370 

4770 

5150 

5540 

5910 

6280 

6640 

18 

2970 

3370 

3760 

4130 

4500 

4870 

5230 

5580 

5930 

6270 

19 

2810 

3190 

3560 

3910 

4270 

4610 

4950 

5290 

5620 

5940 

20 

2670 

3030 

3380 

3710 

4050 

4380 

4710 

5020 

5330 

5640 

21 

2550 

2880 

3220 

3540 

3860 

4170 

4480 

4780 

5080 

5370 

22 

2430 

2750 

3070 

3380 

3680 

3980 

4280 

4570 

4850 

5130 

23 

2320 

2630 

2940 

3230 

3520 

3810 

4090 

4370 

4640 

4910 

24 

2230 

2520 

2820 

3090 

3380 

3650 

3920 

4190 

4450 

4700 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = ^ span. 































































CAMBRIA STEEL. 159 


SAFE LOADS IN POUNDS UNIFORMLY DIS¬ 
TRIBUTED FOR CAMBRIA ANGLES. 

UNEQUAL LEGS. 

NEUTRAL AXIS PARALLEL TO SHORT LEG. 

Safe loads below are figured for fibre stress of 16 000 pounds 
per square inch and include weight of angle. 


Section No. A 112. 


Distance g// x g/r 


between 


supports 

in feet. 

*" 

A" 

t" 

tt" 

i" 

W' 

¥' 

1&" 

16 

1" 

230 

25.7 

28.5 

312 

33.8 

36.5 

39.1 

41.7 

44.2 


lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 

lbs. 


per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

per ft. 

4 

21370 

23860 

26310 

28730 

31110 

33450 

35770 

38040 

40290 

5 

17090 

19090 

21050 

22980 

24890 

26760 

28610 

30430 

32230 

6 

14250 

15900 

17540 

19150 

20740 

22300 

23840 

25360 

26860 

7 

12210 

13630 

15040 

16410 

17770 

19110 

20440 

21740 

23020 

8 

10680 

11930 

13150 

14360 

15550 

16720 

17880 

19020 

20140 

9 

9500 

10600 

11690 

12770 

13820 

14860 

15890 

16900 

17900 

10 

8550 

9540 

10520 

11490 

12440 

13380 

14300 

15210 

16110 

11 

7770 

8670 

9570 

10440 

11310 

12160 

13000 

13830 

14650 

12 

7120 

7950 

8770 

9570 

10370 

11150 

11920 

12680 

13430 

13 

6570 

7340 

8090 

8840 

9570 

10290 

11000 

11700 

12390 

14 

6100 

6810 

7510 

8200 

8880 

9550 

10220 

10870 

11510 

16 

5700 

6360 

7010 

7660 

8290 

8920 

9540 

10140 

10740 

16 

5340 

5960 

6570 

7180 

7770 

8360 

8940 

9510 

10070 

17 

5020 

5610 

6190 

6760 

7320 

7870 

8410 

8950 

9480 

18 

4750 

5300 

5840 

6380 

6910 

7430 

7950 

8450 

8950 

19 

4500 

5020 

5540 

6040 

6550 

7040 

7530 

8010 

8480 

20 

4270 

4770 

5260 

5740 

6220 

6690 

7150 

7600 

8050 

21 

4070 

4540 

5010 

5470 

5920 

6370 

6810 

7240 

7670 

22 

3880 

4330 

4780 

5220 

5650 

6080 

6500 

6910 

7320 

23 

3710 

4150 

4570 

4990 

5410 

5810 

6220 

6610 

7000 

24 

3560 

3970 

4380 

4780 

5180 

5570 

5960 

6340 

6710 

25 

3420 

3810 

4210 

4590 

4970 

5350 

5720 

6080 

6440 

26 

3280 

3670 

4040 

4420 

4780 

5140 

5500 

5850 

6190 

27 

3160 

3530 

3890 

4250 

4600 

4950 

5300 

5630 

5960 

28 

3050 

3410 

3760 

4100 

4440 

4780 

5110 

5430 

5750 


For safe loads below heavy lines the deflections will be greater than the 
allowable limit for plastered ceilings = 550 span. 

























































160 CAMBRIA STEEL. 


GENERAL FORMULAS FOR FLEXURE OF BEAMS. 

NOTATION. 

A = Area of Section in square inches. 

d = Depth of Cross Section in inches. 

1 = Length of Span in inches. 

L = Length of Span in feet. 

p = Stress in extreme fibre of section in pounds per square inch. 

Xi = Distance of Center of Gravity of Section from extreme fibre in inches. 

W = Total Load, in pounds, Uniformly Distributed, including the Weight of 
Beam. 

Wi = Total Superimposed or Live Ix>ad, in pounds, Uniformly Distributed. 

W 2 = Total Weight of Beam, in pounds, Uniformly Distributed. 

\V 3 = Total Safe Load, in pounds, Uniformly Distributed. 

P = Load, in pounds, concentrated at any point. 

F = Coefficient of Strength of the Tables of Properties = Safe Load, in pounds, 
for a fibre stress of 16 000 pounds per square inch for a span of one foot. 

F' = Coefficient of Strength of the Tables of Properties = Safe Load, in pounds, 
for a fibre stress of 12 500 pounds per square inch for a span of one foot. 

D = Total Deflection of Beam, in inches, due to weight W. 

Dwi and D p = Deflections of Beams, in inches, due to the weights Wi and P 
respectively. 

N = Coefficient of Deflection of the Tables of Properties = Deflection, in 
inches, due to a total load of 1 000 pounds uniformly distributed for a 
span of one foot. 

N' = Coefficient of Deflection of the Tables of Properties = Deflection, in 
inches, due to a superimposed load of 1 000 pounds, concentrated at 
the middle of a Beam with a span of one foot. 

H = Coefficient of Deflection, in inches, for fibre stress of 16 000 pounds per 
square inch, for any section used as a Beam subjected to its safe load 
Uniformly Distributed. (See table, page 98.) 

H' = Coefficient of Deflection, in inches, for fibre stress of 12 500 pounds per 
square inch for any section used as a Beam subjected to its safe load 
Uniformly Distributed. (See table, page 98.) 

M = Total Bending Moment, in inch pounds, due to the Weight of Beam and 
Superimposed Load. 

I = Moment of Inertia, in inches 4 , Axis through Center of Gravity. 

Ii = Moment of Inertia, in inches 4 , Axis parallel to above but not through 
Center of Gravity. 

v = Distance, in inches, between these Axes. 

S = Section Modulus in inches 3 . 

r = Radius of Gyration in inches. 

E = Modulus of Elasticity, in pounds, per square inch (Steel = 29 000 000). 

GENERAL FORMULA. _ 

S-L 1,-I + AV r = 

M = ~- = pS.\ p = —~ = - Or for Symmetrical Section M = 

Xi I S d 

For Beam supported at both ends and Uniformly Loaded: 

WI = (Wi + W 2 ) 1 ^ 8M = 8pI = 8pS 

8 8 j 1Xl j 

SAFE LOADS. 

F = pp where p = 16 000 pounds and 1 = 12" therefore F = ~ 16 000 S 

F' = where p = 12500 pounds and 1 = 12" therefore F'= 12 500 S 

To obtain the Safe Load for any span in feet, for fibre stress of 16 000 pounds 

per square inch: 

Safe Load = W, = A 16Q ^° S = -A 

To obtain the Safe Load for any span in feet, for fibre stress of 12 500 pounds 

per square inch: 

o p r j 2 12500 S F' 

Safe Load = W s = -p— = — 










CAMBRIA STEEL. 


161 


GENERAL FORMULA FOR FLEXURE OF BEAMS. 

(continued.) 

DEFLECTIONS. 

(1) Beam supported at both ends and Uniformly Loaded: 

- t~, — - o - if. 

5 Wil 3 

Deflection for Superimposed Load = Dw, = --- ——■ 

1 384 El 

(2) Beam supported at both ends with load concentrated at the middle: 

Deflection for Total Load , D = ^ + 


Deflection for Superimposed Load = D p = 


PJ3 


p 48EI 

(3) Beam fixed at one end, unsupported at the other, and Uniformly Loaded: 

WI 3 (Wi + W*) l 3 


Deflection for Total Load = D = 


8EI 


Deflection for Superimposed Load = Dw t = 


8 EI 

Wil 3 

8 EI 


(4) Beam fixed at one end, and unsupported at the other, with load concen¬ 
trated at the unsupported end: 

PI 3 W 2 I 3 

Deflection for Total Load = D = - - + Q — 

oEl 8E1 

PI 3 

Deflection for Superimposed Load = D p = 7=^7 
5 (Wi 4- W 2 ) l 3 

384 El ’ where W = ( W i + W 2 ) = 1000 Pounds and 


5 WI 3 

N 384 El 
1 = 12 " 


PI 3 


N' = Q -, where P = 1000 pounds and 1 = 12" 

4o rLi 

Total Deflection, in inches, due to a Beam Uniformly Loaded for any span in 
. _ NWL 3 N (W 1 + W 2 ) L 3 

teet = D = 


1 000 


1 000 


Total Deflection, in inches, due to a Superimposed Load P and the Weight of 

N'PL 3 . NW 2 L 3 


Beam W, for any span in feet = D = 


1 000 


+ 


1 000 

H '=2f-2 L! 


FOR SYMMETRICAL SECTIONS. 

Total Deflection, in inches, for a fibre stress of 16 000 lbs. per square inch 

= D=f 

Total Deflection, in inches, for a fibre stress of 12 500 lbs. per square inch 

FOR UNSYMMETRICAL SECTIONS. 

Total Deflection, in inches, for a fibre stress of 16 000 pounds per square inch 

= D = Jr 

Total Deflection, in inches, for a fibre stress of 12 500 pounds per square inch 
H' 


= D 


2Xi 


















162 


CAMBRIA STEEL. 


BENDING MOMENTS AND DEFLECTIONS FOR 
BEAMS OF UNIFORM SECTION. 


W = Total Load, in lbs., uniformly 
distributed, including the weight of 
beam. 

Wi = Total Superimposed or Live 
Load, in lbs., uniformly distributed. 

W 2 = Total Weight of Beam or 
Dead Load, in lbs., uniformly dis¬ 
tributed. 

P, Pi, P 2 , P 3 = Loads, in lbs., con¬ 
centrated at any points. 


M = Total BendingMoment.in inch-lbs. 

M„i,Mp= BendingMoments.in inch-lbs., 
due to Weights Wi and P respectively. 

I = Moment of Inertia, in inches 4 . 

1 = Length of Span, in inches. 

E= Modulus of Elasticity, in lbs. per 
square inch =29 000 000 for steel. 

W s = Total Safe Load, in lbs., uni¬ 
formly distributed, including weight of 


beam = Total Safe Load of Tables. 

The ordinates in diagrams give the bending moments for corresponding points 
on beam. For superimposed load only, make W 2 in formulae equal to zero. 

(1) Beam Supported at both ends 

and Uniformly Loaded. Safe Superimposed Load, in lbs., uni¬ 
formly distributed, W' B =W B —W 2 . 

Maximum Bending Moment at middle 
WI (Wi+W 2 )l 
8 



Diagram for Total Load:— 

WI 

Draw parabola having M = — 

O 


of beam = M = 


8 


Maximum Shear at points of support 
W Wi + W 2 
2 2 

5 WI 3 


Maximum deflection = 
5 (Wi+W 2 )l» 


384 El 


384 


El 


(2) Beam Supported at both ends 
with Load Concentrated 
at the Middle. 



PI 

Draw triangle having M D = — 

v 4 

Diagram, Dead Load,similar to Cas e(l) 

(3) Beam fixed at one end,Unsup¬ 

ported at the other and 
Uniformly Loaded. 


Safe Superimposed Load, in lbs., con- 
, „ W 8 - W 2 
centra ted, P B =- 0 -• 


Maximum Bending Moment at middle 
PI W 2 1 

of beam = M = ^+ ~-> 

■ Maximum Shear at points of support = 
P +W 2 


PI 3 5 W 2 I 3 
Max. Deflection - igEf + 384 "eT’ 



Diagram for Total Load:— 

WI 

Draw Parabola having M = — 

£ 


Safe Superimposed Load, in lbs., uni- 

W, 

formly distributed, W' B = — — W 2 . 

4 

Maximum Bending Moment at point of 

WI (Wj+W 2 )l 
support = — = - 2 -=— 

Maximum Shear at point of support = 
W = Wi + W 2 . 

M T~. n , • WI 3 (Wl+W 2 )l 3 
Max. Deflection - m - —ggj- 
















































CAMBRIA STEEL. 


163 


BENDING MOMENTS AND DEFLECTIONS FOR 
BEAMS OF UNIFORM SECTION. 


W = Total Load, in lbs., uniformly- 
distributed, including the weight of 
beam. 

Wi = Total Superimposed or Live 
Load, in lbs., uniformly distributed. 

W 2 = Total Weight of Beam or 
Dead Load, in lbs., uniformly dis¬ 
tributed. 

P, Pi, P2, P3 = Loads, in lbs., con¬ 
centrated at any points. 


M =Total Bending Moment,in inch-lbs. 
M w j,M p = BendingMoments.in inch-lbs., 
due toWeights Wi and P respectively. 

I = Moment of Inertia, in inches 4 . 

1 = Length of Span, in inches. 

E = Modulus of Elasticity, in lbs. per 
square inch = 29 000 000 for steel. 

W 9 = Total Safe Load, in lbs., uni¬ 


formly distributed, including weight of 
beam = Total Safe Load of Tables. 

The ordinates in diagrams give the bending moments for corresponding points 
on beam. For superimposed load only, make W 2 in formulae equal to zero. 


(4) Beam fixed at one end, and 
Unsupported at other, with 
Load Concentrated 
at the free end. 



Diagram for Superimposed Load:— 
Draw triangle having M p = PI. 
Diagram. Dead Load,similar to Case(3) 


Safe Superimposed Load, in lbs., con¬ 
centrated, P 3 = — 3 — 4 W 2 - 

O 

Maximum Bending Moment at point of 
W 2 1 

support = PI 4-— • 


Maximum Shear at point of support = 
P 4- W 2 . 

PI 3 W 2 I 3 

Maximum Deflection = 5=7 + 777 .- 

orLi oJc/1 


(5) Beam Supported at both ends 
with Load Concentrated at 
any point. 



b 't 

Diagram for Superimposed Load:— 

, , . ,, Pab 

Draw triangle having M p = —j— • 

Diagram, Dead Load,similar to Case(l) 


Safe Superimposed Load, in lbs., con- 

centrated. p. , W,l*-4aW,(l-a) . 

8 ab 

Maximum Bending Moment under load 
= a (2 Pb + W 2 1 - W 2 a) 

21 Pb . W 2 

Max. Shear at Sup. near a = — 4* -?r * 

Pa Wj 

Max. Shear at Sup. near b = -y 4- • 

Deflection at distance x from left sup- 
1 pal - a 2 ’ 

3EI1 L 3 


port = 


-] 


[>» + ^(V 

= v 


2 al - a 2 


?=-«)] 


2 al — a 2 


1 2 al — a 2 
Distance, from left 


support, of point of maximum deflection 
for superimposed load. 


(6) Beam Supported at both ends 
with two Symmetrical Loads. 



Diagram for Superimposed Load:— 
Draw trapezoid having M p = Pa. 
Diagram, Dead Load, similar to Cased.) 


Safe Superimposed Load, in lbs., con- 
. , W 9 1 - W 2 I 

centrated, each, P = -~- 

s 8 a 

Maximum Bending Moment at center 
W 2 I 

of beam = Pa 4" —g— 

Maximum Shear at points of support = 
2 P 4 -W 2 
2 

Maximum Deflection = 

P* U _„*,)+ 5 W ’'’ 


24 El 


384 El 






















































164 


CAMBRIA STEEL. 


BENDING MOMENTS AND DEFLECTIONS FOR 
BEAMS OF UNIFORM SECTION. 


W = Total Load, in lbs., uniformly 
distributed, including the weight of 
beam. 

Wi = Total Superimposed or Live 
Load, in lbs., uniformly distributed. 

W 2 = Total Weight of Beam or 
Dead Load, in lbs., uniformly dis¬ 
tributed. 

P, Pi, P2, P3 = Loads, in lbs., con¬ 
centrated at any points. 


M =Total Bending Moment,in inch-lbs. 

M wl ,M p = BendingMoments,in inch-lbs., 
due to Weights Wi and P respectively. 

I = Moment of Inertia, in inches 4 . 

1 = Length of Span, in inches. 

E = Modulus of Elasticity, in lbs., per 
square inch = 29 000 000 for steel. 

W s = Total Safe Load, in lbs., uni¬ 
formly distributed, including the weight 
of beam = Total Safe Load of Tables. 


The ordinates in diagrams give the bending moments for corresponding points 
on beam. For superimposed load only, make Ws in formulae equal to zero. 


The Maximum Bending Moment occurs 
at the point where the vertical shear 
equals zero and will be at one of the 
loads P, Pi, or P 2 depending upon their 
amounts and spacing if W 2 is neglected. 


(7) Beam Supported at both ends 
with Loads Concentrated 
at various Points. 



The total bending moment at any 
point produced by all the weights is 
equal to the sum of the moments at 
that point produced by each of the 
weights separately. 

Diagram for Dead Load similar to 
Case (1). 


Let R = Reaction at Left Support. 


Bending Moment at Pi = 

M p i = Rai — p-|p- + P (ai — a)^] • 

Bending Moment at P 2 = M p 2 = Ra 2 — 
Pjp - 2 + Pi (a 2 - ai) + P (a 2 - a)] • 

Shear or Reaction at Left Support = 
P 2 b 2 + Pi bi + Pb . W 2 

i- + “2" 

Shear or Reaction at Right Support = 
P 2 a 2 + Pi ai + Pa W 2 

1 + 2 ' 

Diagram for Superimposed Load:— 
Draw as in Case (5) the Ordinates FC, 
GD and HE representing the bending 
moments due to loads P, Pi and P 2 re. 
spectively. Produce FC to P, making PC 
= FC + IC + JC; GD to Q, making 
QD = GD -f- KD + LD; and HE to R, 
making RE = HE + ME -f NE. Join 
the points A, P, Q, R and B, then the 
ordinates between A B and polygon A P 
QRB will represent the bending moments 
for corresponding points on beam. 


Bending Moment at P = 

A , w W 2 a 2 
M P = Ra - - 2| - 
























CAMBRIA STEEL. 165 


BENDING MOMENTS AND DEFLECTIONS FOR 
BEAMS OF UNIFORM SECTION. 


W = Total Load, in lbs., uniformly 
distributed, including the weight of 
beam. 

Wi = Total Superimposed or Live 
Load, in lbs., uniformly distributed. 

W 2 = Total Weight of Beam or 
Dead Load, in lbs., uniformly dis¬ 
tributed. 

P, Pi, P2, P3 = Loads, in lbs., con¬ 
centrated at any points. 


M = Total Bending Moment in inch-lbs. 

M w i,M p =BendingMoments,in inch-lbs., 
due toWeights Wi and P respectively. 

I = Moment of Inertia, in inches 4 . 

1 = Length of Span, in inches. 

E = Modulus of Elasticity, in lbs., per 
square inch = 29 000 000 for steel. 

W s = Total Safe Load, in lbs., uni¬ 
formly distributed, including the weight 
of beam = Total Safe Load of Tables. 


The ordinates in diagrams give the bending moments for corresponding points 
on beam. For superimposed load only, make W 2 in formulae equal to zero. 



(8) Beam Fixed at both ends and 
Uniformly Loaded. 


Diagram for Total Load:—Draw 
WI 

parabola having M = — • Also A A' 

O 

parallel to base and at a distance 
WI 

M' = — • The Vertical distances 

1 

between the parabola and line A A' 
are the moments for corresponding 
points on beam. 


Safe Superimposed Load, in lbs., uni¬ 
formly distributed, W' 3 = § W 8 — W 2 . 

Distance of points of contra-flexure 
from supports = .21131. 

Maximum Bending Moment at points 

, t WI (Wi + W 2 ) 1 

of support = - = -- - lY - 

Bending Moment at middle of beam = 
WI (Wi + W 2 ) 1 

24 ” 24 

Maximum Shear at points of support = 
Wi + W 2 
2 

WI 2 3 

Maximum Deflection = = 

384El 

(Wi + W 2 ) l 3 
384EI 


(9) Beam Fixed at both ends 
with Load Concentrated at 
the Middle. 



Diagram for Superimposed Load:— 


Draw triangle having M = • Also 

A A' parallel to base and at a distance 
PI 

M' = - 5 - The Vertical distances be- 

O 

tween the triangle and line A A' are 
the moments forcorresponding points 
on beam. 

Diagram for Dead Load similar to 
Case ( 8 ). 


Safe Superimposed Load, in lbs., con¬ 
centrated, P s = W 8 — § W 2 . 


Distance of points of contra-flexure 
from supports = £ 1 . 

Maximum Bending Moment at points 
. + PI , W 2 I 

of support = -g + -jrp 


Bending Moment at middle of beam = 
PI . W 2 1 

s +_ 2r 

Maximum Shear at points of support = 
P +W 2 

2 


Maximum Deflection 

W2I 3 . 

384EI’ 


PI 3 

192EI 


+ 








































































































CAMBRIA STEEL. 


167 


VALUES OF MOMENTS OF INERTIA FOR STAND¬ 
ARD AND CAMBRIA SECTIONS. 



2 



e = Area of head. 

A = e + t (d — k) + (b — t) (a + -0. 
e (2d — k) +1 (d — k) 2 + (b — t) (s 2 + ss' + V) 


x = 


I, Axis 




2A 

2s + k\n t(H-s') 3 


+ 


16 1 2 
b's' 3 + 2bs? 


— A (x — s) 2 . 


_ ek 2 , t 3 (l+s')+sb 3 , s'b'[2b' 2 +(2b'+3t) 2 ] 
I .Axis 2-2*= — +-jg-+- 36 "- 































































































































CAMBRIA STEEL. 


169 




PROPERTIES OF VARIOUS 

SECTIONS. 

Moment of Inertia. 

Section Modulus. 

Radius of Gyration. 


S = —. 

r- J-L. 

I 

Xl 

\ A 

a* 

a 3 

—£= = .289a 

12 

6 

V 12 

a 4 

a 3 

—5— = .577a 

3 

3 

V 3 

a 4 — ai 4 

a 4 — ai 4 

1 a 2 + ai 2 

12 

6 a 

\ 12 

a 4 

——— = .118a 3 

a - .289a 

12 

6 l/ 2 

V 12 

bd 3 

bd 2 

d - .289d 

12 

6 

V 12 

bd 3 

3 

bd 2 

3 

d - ,577d 

V 3 

bd 3 — bidi 3 

bd 3 — bidi 3 

/ bd 3 — bidi 3 

12 

6 d 

\ 12 (bd — bidi) 

b 3 d 3 

b 2 d 2 

bd 

6 (b 2 + d*j 

6 |/b 2 + d 2 

l /6 (b 2 + d 2 ) 

































































170 


CAMBRIA STEEL. 


PROPERTIES OF VARIOUS SECTIONS. 


Sections. 


Area of Section. 

A 


Distance from Neutral 
Axis to Extremities 
of Section. 

x and xi 



bd 


xi = 


d cos a -(- b sin a 



bd 

2 


x = 


Xl = 


_d 

3 

2 d 

3 


bd 

2 


* xi = d 






















































CAMBRIA STEEL. 171 

PROPERTIES OF VARIOUS SECTIONS. 

Moment of Inertia. 

I 

Section Modulus. 

S = — 

Xl 

Radius of Gyration. 

-pj (d 2 cos 2 a + b 2 sin 2 a) 

db / d 2 cos 2 a + b 2 sin 2 a\ 

6 ^ d cosa + b sina ' 

j d 2 cos 2 a + b 2 sin 2 a 

\ 12 

bd 3 

36 

bd 2 

24 

d = .236d 

V 18 

Axis through base: 
bd 3 

12 

Axis through apex; 
bd 3 

4 

bd2 

12 

bd 2 

4 

— d - = ,408d 
✓ 6 

d = .707d 

V 2 

£ = 

v i =» 

d 

4 

7r(d4 “ dl4) = . °49 (d 4 d,<) 
64 

tt (d 4 -di 4 ) _ 3 (d 4 - di 4 ) 

32 d ' • d 

V d 2 -f di 2 

4 

077-2 — 64 

. A 4 -as C\(\7A4 

9?r2— 64 _ 024^3 

l/ 9 tj 2 _ 64 

v , A — iq°H 

11 o 2 jt 

192 (3* - 4) 

12 tt 

b 2 +4bbi + bi 2 ,, 

36 (b + bi) -d 

b 2 + 4bbi + bi 2 ., 

12 (bi + 2 b) 

d 1 2(b 2 +4bbi+bi 2 ) 

6 (b+bi) \ 































































































































CAMBKIA STEEL. 173 


PROPERTIES OF VARIOUS SECTIONS. 


Moment of Inertia. 

I 

Section Modulus. 

S = — 

Xl 

Radius of Gyration. 

A |“d 2 (1 + 2 cos 2 30°) 1 

ic d(i 4 + c^r]--* 

d / 1 + 2 cos 2 30° 

12 L 4 cos 2 30° J 

= .06d« 

4 cos30° \ 3 

= .264d 

A [“d 2 (1 -f 2 cos 2 30°) 1 

A rd (1 -f 2cos 2 30°) ~| 

6 L 4 cos 30° -1 

= .104d 3 

d /1 + 2 cos 2 30® 

12 L 4 cos 2 30° J 

= .06d< 

4 cos 30° \ 3 

= .264d 

A rd 2 (1 + 2 cos 2 22£°)“| 

A Td (l + 2 cos 2 22 i 0 n 

6 L 4 cos 22 i° -1 

= .109d 3 

d / 1 + 2 cos 2 22 ^° 

12 L 4cos 2 22i° J 

= .055d 4 

4 cos 22 i°\ 3 

= ,257d 

^- 3 = .049bd 3 

64 

^ = ,098bd2 

d 

4 

£[b*-£<h»-l‘)] 

. h — 1 

where g == 

b — t 

21 

d 

►i 

II 

>|hh 

j|[b 3 (d-h) +lt» 

+ -|(b 4 -t 4 )] 

. h — 1 

where g = r —- 
b — t 

21 

b 

r =Vx 

f 2 [bd=- 8 ^(h<- 14 )] 

where g - 2(b _ t) 

21 

d 

r= V^ 

i[2sb3+lt3+-|(b 4 -t 4 )] 
— Ax 2 

, h — 1 

where g - 

I 

b — x 

t= ^lC 
























































174 

CAMBRIA STEEL. 

PROPERTIES OF VARIOUS SECTIONS. 



Distance from Neutral 


Area of Section. 

Axis to Extremities 

Sections. 

A 

of Section. 

- 


x and xi 


A 
s 1 
r: 


X, 


afar 

-•»-* I 

t±^li 


kb 


bd - h (b - t) 


Xl= 2 


-*'s!<- 

‘n_ 


jtHT 


K--d—* 


bd - h (b - t) 


x,= ^ 


-T 

i 

—H 
- x-+- 

X 4 

f\ 

i-i. 


% 

•tea 


A. 

S 

T 


bd - h (b - t) 


xi _ 2 



































































CAMBRIA STEEL. 175 


PROPERTIES OF VARIOUS SECTIONS. 


Moment of Inertia. 

I 

Section Modulus. 

S = — 

Xl 

Radius of Gyration. 

bd 3 — h 3 (b — t) 

bd 3 — n 3 (b — t) 

I bd 3 — h 3 (b — t) 

12 

6 d 

\ 12 [bd — h (b — t> ] 

2 sb 3 + ht 3 

2 sb 3 + ht 3 

6 b 


1 2 sb 3 + ht 3 

12 

\ 12 [bd — h (b — t)] 

bd 3 — h 3 (b — t) 

bd 3 - h 3 (b - t) 

0 

bd 3 — h 3 (b — t) 

"V 12 [bd — h (b — t)] 

12 

6 d 

2 sb 3 + ht 3 

I 

J 1 

3 AX 

b — x 

\ a 

td 3 + s 3 (b - t) 

12 

td 3 + s 3 (b — t) 

6 d 

j td 3 + s 3 (b — t) 

\ 12 [td + s (b — t)] 

txi 3 + bx 3 - (b - 1 ) (x - s ) 3 

I 

•r 

1 txi 3 + bx 3 — (b —t) (x—s ) 3 

3 

d — x 

\ 3 (bs + ht) 

bx 3 + bixi 3 — (b — t) (x — s ) 3 

I 

d — x 

Tbx 3 + bixi 3 — (b — t) (x — s ) 3 

3 

(bi — t) (xi — s ) 3 

L 3 (bs + ht + bis) 

(bi - t) (xi - s) 3 “| h 

3 

3(bs+ht+bis) -< 

4bs*+h* (3t+ti) A(x _ $)! 

12 

I 

d — x 

Vi 






































































176 CAMBRIA STEEL. 


EXPLANATIONS OF THE TABLES OF PROPERTIES 
OF STANDARD AND SPECIAL I-BEAMS, STAND¬ 
ARD AND SPECIAL CHANNELS, AND STANDARD 
AND SPECIAL ANGLES WITH EQUAL AND UN¬ 
EQUAL LEGS. 

PROPERTIES OF I-BEAMS. 

Pages 182 to 185 inclusive. 

■> 

The figures or values in the various columns give the section 
numbers, dimensions, weights, areas and properties of the sec¬ 
tions as noted in the different headings. 

* 

The columns which require special explanation are as follows: 

Section Modulus —Column 8. 

This is obtained from the moment of inertia in column 7 by 
dividing it by the distance from the neutral axis to the most 
remote fibre, which in this case is one-half the depth of the beam. 

Coefficients of Strength —Columns 13 and 14. 

The coefficients of strength F and F' have been computed for 
fibre stresses of 16 000 and 12 500 pounds per square inch respect¬ 
ively, as stated in the headings of the columns, and are the safe 
loads in pounds uniformly distributed, including its own weight, 
for a beam one foot long. Thus the safe load for any span may 
be obtained by dividing the proper coefficient by the length of 
the span in feet. 

The coefficients of strength were obtained from the following 
formulae: 

F = f X 16 000 X S 
F' = f X 12 500 X S 

in which S is the section modulus. 




CAMBBIA STEEL. 


177 


Coefficients of Deflection —Columns 15 and 16. 

The Coefficients of Deflection N and N' for uniform and center 
loads, respectively, were obtained from the following formulae: 


N = 


Wl 3 

76.8EI 


N' = 


PI 3 

48EI 


in which 


P and W = 1 000 pounds. 

1 = 12 inches. 

E = 29 000 000. 

I = moment of inertia about axis 1-1. 

These coefficients are, therefore, the deflections in inches of a 
beam one foot long with a load of 1 000 pounds, hence, the deflec¬ 
tion of a beam for any load and span may be obtained by multi¬ 
plying the proper coefficient by the cube of the span in feet, and 
by the number of 1 000-pound units in the given load. 


PROPERTIES OF STANDARD AND SPECIAL CHANNELS. 

Pages 186 to 191 inclusive. 

The various columns in the Tables of Properties of Standard 
Channels are similar to those in the Tables of Properties of 
• I-Beams, as explained above, with the addition of column 11, 
which gives the Section Modulus about an axis through the center 
of gravity parallel to the web, and column 13, which gives the 
distance of the center of gravity from the outside of the web. 

I' 

In this case the Section Modulus S' = --- the notation being 

b — x 

as given at the heads of the columns. 







178 CAMBRIA STEEL. 


PROPERTIES OF ANGLES. 

The values in the Tables of Properties of Standard and Special 
Angles, with Equal Legs, pages 198 to 203, are those stated in the 
headings, and those in the Tables of Properties of Standard and 
Special Angles, with Unequal Legs, on pages 204 to 209, are 
similar, but with the addition of values for I", S" and r" about 
the inclined axis 3-3, the position of which, in order to give the 
minimum values, was determined by the formula on page 166 
or the value of the tangent of 2a. After determining the position 
of the inclined axis, the properties corresponding thereto were 
obtained by the formula on page 166. 

MOMENTS OF INERTIA OF RECTANGLES. 

Tables of Moments of Inertia of Rectangles, about a trans¬ 
verse axis through the center of gravity, are added on pages 210 
to 213 for convenience in calculating the Moments of Inertia, 
Section Moduli, and Radii of Gyration for compound shapes in 
which plates are used. 

Table I is more convenient when depth of rectangle is expressed 
without fraction, and is directly applicable to rectangles of various 
widths, l /i to \ inch, varying by rgths. Table II gives values 
for 1 inch widths- of rectangle only, but for all depths from rs to 
50yf inches, varying by -^ths. Value for any other width may 
be obtained from Table II by direct multiplication of tabular 
value by that other width. 

GENERAL FORMULAE FOR PROPERTIES AND 

FLEXURE. 

Formulae for obtaining the Properties of Standard Sections are 
given on pages 166 and 167, and for various usual sections on 
pages 168 to 175 inclusive. 

General formulae for Flexure of Beams, Bending Moments, 
and Deflections for various cases of loading are given on pages 
160 to 165 inclusive. 




CAMBRIA STEEL. 179 

EXAMPLES OF APPLICATION OF THE TABLES 

OF PROPERTIES. 

Example I. 

What is the proper size of I-Beam to carry a load of 35 000 
pounds concentrated at the center of a span of 25 feet, the fibre 
stress not to exceed 16 000 pounds per square inch? 

In the Tables of Properties of Standard I-Beams, the column 
headed F gives the coefficient of strength for a uniform load cor¬ 
responding to a fibre stress of 16 000 pounds per square inch. 

The coefficient of strength for a concentrated load at the center 
is twice that for the same load uniformly distributed, hence the 
coefficient necessary to meet the conditions is 35 000 X 25 X 2 
= 1750 000. From the Table of Properties of Standard 
I-Beams, page 185, column 13, the coefficient F for a 24-inch 
80-pound beam is found to be 1 855 310. The weight of the 
beam itself is 80 X 25 = 2000 pounds, which corresponds to a 
coefficient of 2000 X 25 = 50 000, which deducted from 1 855 310 
gives a net coefficient of 1 805 310. A 24-inch beam weighing 
80 pounds per foot is, therefore, the proper size. 

Example II. 

What is the deflection of the beam in the preceding example 
under the given load? 

In the Table of Properties of Standard I-Beams, pages 182 to 
185 inclusive, the coefficient of deflection for beams with center 
loads is given in column 16. To obtain the required deflection it 
is only necessary to multiply the coefficient by the cube of the span 
and the number of 1 000 pounds units contained in the load. 

Thus for the given example the deflection in inches = 

.0000006 X 25 3 X = .328 inch. 

1 000 






180 


CAMBRIA STEEL. 


Example III. 

What is the safe load uniformly distributed that can be placed 
on an 8-inch standard channel weighing 11.25 pounds per foot, 
with a clear span of 15 feet for a maximum fibre stress of 12 500 
pounds per square inch, the web to be placed vertically? 

From the table of Properties of Standard Channels, page 187, 
column 16, the coefficient of strength F' for the given channel 
under the conditions named, is found to be 67 300. Hence, the 
total load may be 67 300-r- 15 = 4487 pounds, and, as the channel 
itself weighs 169 pounds, the net superimposed load which is can 
safely carry under the given conditions is 4318 pounds. 


Example IV. 


What is the fibre stress in a 5" x 3" angle weighing 8.2 pounds 
per foot if loaded at the center with a weight of 1500 pounds, used 
as a beam with a span of 6 feet, the 5-inch leg to be placed verti¬ 
cally? 

The bending moment at the center will be 


Wd W 2 1 
4 + 8 


1 500 X 72 , 8.2 X 6 X72 
4-~ + -8- 


= 27 443 inch pounds. 


Referring to the Table of Properties of Standard Angles, 
Unequal Legs, on page 207, the Section Modulus for this angle, 
corresponding to the axis 2—2, is found to be 1.89. 

The maximum fibre stress is obtained by dividing the bending 

moment by the section modulus, thus: ^ = 14 520, which is 

1.89 

the maximum fibre stress in pounds per square inch at the point 
most remote from the neutral axis, which in this case is the 
extremity of the longer leg of the angle. 

The second term in the above expression for the bending 
moment is that due to the weight of the angle itself and is incon¬ 
siderable, so that in practice it might be neglected for short spans, 
but should be taken into consideration for the longer ones. 









CAMBRIA STEEL. 181 


PROPERTIES OP COMPOUND SHAPES. 

The moments of inertia, section moduli, and radii of gyration 
of compound sections used as beams or columns, composed of 
plates and angles, channels, beams, or any combination of these, 
may be obtained with the aid of the Tables of Properties as 
follows: 

The first step is to find the center of gravity of the proposed 
section, which in the case of symmetrical sections is at the center 
of the figure 

For unsymmetrical sections the position of the center of 
gravity may be determined by multiplying the areas of the 
component parts by the distances of their centers of gravity 
from any convenient line, taken as an axis, and dividing the sum 
of these products by the sum of the areas, which will give the 
distance of the center of gravity of the compound section from 
the assumed axis. 

The position of the center of gravity for all sizes of angles 
and channels, is given in the Tables of Properties for these 
shapes, and is given for various geometrical sections on pages 
168 to 175 inclusive, in connection with their other properties. 

After determining the position of the center of gravity of a 
compound section, as explained above, the moment of inertia 
about an axis through its center of gravity may be found by 
taking the sum of the moments of inertia of each component 
part about an axis through its own center of gravity, parallel to 
the axis of the compound section, and adding thereto the sum 
of products obtained by multiplying the area of each component 
part by the square of the distance of its center of gravity from 
the axis of the compound section. 

Having thus obtained the moment of inertia of the compound 
section, the section modulus may be obtained by dividing this 
moment of inertia by the distance from the neutral axis to the 
most remote extremity of the section. 

The square of the radius of gyration for the compound section 
may be obtained by dividing the moment of inertia by the total 
area. 

The moment of inertia of a compound section about any axis 
other than that through its center of gravity may be found in a 
manner similar to that above described. 


>4 




182 CAMBRIA STEEL. 


PROPERTIES OF STANDARD I-BEAMS. 



[\ 

1 it l\ 

'X 



X f \| 
.^ 

IT 

.i 


1 

2 

3 

4 

5 

6 1 

7 

8 

9 

10 

11 









Radius 


Radius 


Depth 

Weight 

Area 

Thick- 

Width 

Moment 

Section 

of 

Gyra- 

Moment 

of 

of 

Gyra- 

Section 

of 

per 

of 

ness of 

of 

of Inertia 

Modulus 

tion 

Inertia 

tion 


Beam. 

Foot 

Section. 

Web. 

Flange. 

Axisl-1. 

Aiis 1-1. 

Axis 

Axis 2-2. 

Axis 

Number. 








1-1. 


2-2. 


d 


A 

t 

b 

I 

S 

r 

I' 

r' 


Inches. 

Pounds. 

Sq. Ins. 

Inch. 

Inches. 

Inches. 4 

Inches.® 

Inches. 

Inches. 4 

Inch. 

B 5 

3 

B.BO 

1.63 

.17 

2.33 

2.5 

1.7 

1.23 

.46 

.53 

14 

44 

6.60 

1.91 

.26 

2.42 

2.7 

1.8 

1.19 

.53 

.52 

(1 

4 4 

7.60 

2.21 

.36 

2.52 

2.9 

1.9 

1.15 

.60 

.52 

B 9 

4 

7.60 

2.21 

.19 

2.66 

6.0 

3.0 

1.64 

.77 

.59 

a 

44 

8.50 

2.50 

.26 

2.73 

6.4 

3.2 

1.59 

.85 

.58 

a 

44 

9.50 

2.79 

.34 

2.81 

6.7 

3.4 

1.54 

.93 

.58 

a 

44 

10.50 

309 

.41 

2.88 

7.1 

36 

1.52 

1.01 

.57 

B13 

5 

9.75 

2.87 

.21 

3.00 

12.1 

4.8 

2.05 

1.23 

.65 

i l 


12.25 

3.60 

.36 

3.15 

13.6 

5.4 

1.94 

1.45 

.63 

<< 

4 4 

14.75 

4.34 

.50 

3-29 

15.1 

6.1 

1.87 

1.70 

.63 

B17 

6 

12.25 

3.61 

.23 

3.33 

21.8 

7.3 

2.46 

1.85 

.72 

i i 

4 4 

14.75 

4.34 

.35 

3.45 

24.0 

8.0 

2.35 

2.09 

.69 

41 

4 4 

17.25 

5.07 

.47 

3.57 

26.2 

8.7 

2.27 

2.36 

.68 

B21 

7 

15.00 

4.42 

.25 

3.66 

36.2 

10.4 

2.86 

2.67 

.78 

4 4 


17.50 

5.15 

.35 

3.76 

39.2 

11.2 

2.76 

2.94 

.76 

44 


20.00 

5.88 

.46 

3.87 

42.2 

12.1 

2.68 

3.24 

.74 

B25 

8 

18.00 

5.33 

.27 

4.00 

56.9 

14.2 

3.27 

3.78 

.84 

4 4 

4 4 

20.25 

5.96 

.35 

4.08 

60.2 

15.0 

3.18 

4.04 

.82 

44 


22.75 

6.69 

.44 

4.17 

64.1 

16.0 

3.10 

4.36 

.81 

44 


25.25 

7.43 

.53 

4.26 

68.0 

17.0 

3.03 

4.71 

.80 

B29 

9 

21.00 

6.31 

.29 

4.33 

84.9 

18.9 

3.67 

5.16 

.90 

4 4 


25.00 

7.35 

.41 

4.45 

91.9 

20.4 

3.54 

5.65 

.88 

4 4 


30.00 

8.82 

.57 

4.61 

101.9 

22.6 

3.40 

6.42 

.85 

44 


35.00 

10.29 

.73 

4.77. 

111.8 

24.8 

3.30 

7.31 

.84 

B33 

10 

25.00 

7.37 

.31 

4.66 

122.1 

24.4 

4.07 

6.89 

.97 

4 4 


30.00 

8.82 

.45 

4.80 

134.2 

26.8 

3.90 

7.65 

.93 



35.00 

10.29 

.60 

4.95 

146.4 

29.3 

3.77 

8.52 

.91 

4 4 


40.00 

11.76 

.75 

5.10 

158.7 

31.7 

3.67 

9.50 

.90 

B41 

12 

31.50 

9.26 

.35 

5.00 

215.8 

36.0 

4.83 

9.50 

1.01 



35.00 

10.29 

.44 

5.09 

228.3 

38.0 

4.71 

10.07 

.99 

4 4 


40.00 

11.76 

.56 

5.21 

245.9 

41.0 

4.57 

10.95 

.96 

BB3 

IB 

42.00 

12.48 

.41 

5.60 

441.8 

58.9 

5.95 

14.62 

1.08 



45.00 

13.24 

.46 

5-55 

455.8 

60.8 

5.87 

16.09 

107 



50.00 

14.71 

.56 

5.65 

483.4 

64 5 

5.73 

16.04 

1.04 



55.00 

16.18 

.66 

5.75 

511.0 

68.1 

5.6211706 

1.63 



60.00 

17.65 

.75 

5.84 

638.6 

71.8 

5.52 18.17 

1.01 









































































CAMBRIA STEEL. 183 


PROPERTIES OF STANDARD I-BEAMS. 

-2 


12 

13 

1 14 

15 

1 16 

1 

Increase of 

Coefficient of Strength. 

Coefficient of Deflection. 


Thickness 
of Web for 
each Pound 
Increase 
in Weight. 

For fibre Stress 
of 16 000 Pounds 
per Square Inch 
for Buildings. 

For Fibre Stress 
of 12500 Pounds 
per Square Inch 
for Bridges. 

Uniform 

Load. 

Center 

Load. 

Section 

Number. 

f 

F 

F' 

N 

N' 


.098 

17650 

19140 

20710 

13790 

14950 

16180 

.00031253 

.00028827 

.00026644 

.00050006 

.00046124 

.00042630 

B 5 

i i 

it 

.074 

31810 

33890 

35980 

38070 

24850 

26480 

28110 

29750 

.00013009 

.00012209 

.00011500 

.00010868 

.00020815 

.00019535 

.00018400 

.00017389 

B 9 

H 

it 

i i 

.059 

51590 

58100 

64630 

40300 

45390 

50490 

.00006417 

.00005698 

.00005122 

.00010267 

.00009117 

.00008195 

B13 

i t 

it 

.049 

77460 

85270 

93110 

60520 

66610 

72740 

.00003561 

.00003235 

.00002963 

.00005698 

.00005177 

.00004741 

B17 

t i 

it 

.042 

110410 

119400 

128560 

86260 

93290 

100430 

.00002142 

.00001980 

.00001839 

.00003427 

.00003168 

.00002943 

B21 

i t 

t i 

.037 

151660 

160510 

170970 

181430 

118490 

125400 

133570 

141740 

.00001364 

.00001289 

.00001210 

.00001140 

.00002183 

.00002062 

.00001936 

.00001825 

B25 

i i 

it 

ft 

.033 

201300 

217930 

241460 

264990 

157260 

170260 

188640 

207020 

.00000914 

.00000844 

.00000762 

.00000694 

.00001462 

.00001350 

.00001219 

.00001110 

B29 

it 

it 

it 

.029 

260470 

286250 

312390 

338530 

203500 

223630 

244050 

264480 

.00000635 

.00000578 

.00000530 

.00000489 

.00001017 

.00000925 

.00000848 

.00000782 

B33 

i i 

it 

a 

.025 

383670 

405800 

437170 

299740 

317030 

341540 

.00000360 

.00000340 

.00000316 

.00000575 

.00000544 

.00000505 

B41 

i i 

a 

.020 

628270 

648310 

687530 

726740 

765960 

490840 

506490 

537130 

567770 

598410 

.00000176 

.00000170 

.00000161 

.00000152 

.00000144 

.00000281 

.00000272 

.00000257 

.00000243 

.00000231 

B53 

a 

a 

it 

a 











































184 


CAMBRIA STEEL. 


PROPERTIES OF STANDARD I-BEAMS. 



l\ 

+t j 

r 

T 

i 

' 


u , 

I f \J 

b 


--d 


1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

Section 

Number. 

Depth 

of 

Beam. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Thick¬ 
ness of 
Web. 

Width 

of 

Flange. 

Moment 
of Inertia 
Axis 1-1. 

Section 
Modulus 
Axis 1-1. 

Radius 

of 

Gyra¬ 

tion 

Axis 

1-1. 

Moment 

of 

Inertia 
Axis 2-2. 

Radius 

of 

Gyra¬ 

tion 

Axis 

2-2. 

d 

A 

t 

b 

I 

S 

r 

I' 

r' 

Inches. 

Pounds. 

Sq. Ins. 

Inch. 

Inches. 

Inches. 4 

Inches. 3 

Inches. 

Inches. 4 

Inch. 

B 65 

18 

55.0 

15.93 

.46 

6.00 

795.6 

88.4 

7.07 

21.19 

1.15 

II 

11 

60.0 

17.65 

.56 

6.10 

841.8 

93.5 

6.91 

22.38 

1.13 

II 

II 

65.0 

19.12 

.64 

6.18 

881.5 

97.9 

6.79 

23.47 

1.11 

II 

II 

70.0 

20.59 

.72 

6.26 

921.2 

102.4 

6.69 

24.62 

1.0^ 

B 73 

20 

65.0 

19.08 

.50 

6.25 

1169.5 

117.0 

7.83 

27.86 

1.2: 

II 

11 

70.0 

20.59 

.58 

6.33 

1219.8 

122.0 

7.70 

29.04 

1.19 

II 

II 

75.0 

22.06 

.65 

6.40 

1268.8 

126.9 

7.58 

30.25 

l.r 

B 89 

24 

80.0 

23.32 

.50 

7.00 

2087.2 

173.9 

9.46 

42.86 

1.3< 

II 

II 

85.0 

25.00 

.57 

7.07 

2167.8 

180.7 

9.31 

44.35 

1.3* 

II 

II 

90.0 

26.47 

.63 

7.13 

2238.4 

186.5 

9.20 

45.70 

1.31 

II 

11 

95.0 

27.94 

.69 

7.19 

2309.0 

192.4 

9.09 

47.10 

1.3C 

II 

II 

100.0 

29.41 

.75 

7.25 

2379.6 

198.3 

8.99 

48.55 

1.28 

• 


PROPERTIES OF SPECIAL I-BEAMS. 


B 105 

12 

40.0 

11.84 

.46 

5.25 

268.9 

44.8 

4.77 

13.81 

1.08 

U 

M 

45.0 

13.24 

.58 

5.37 

285.7 

47.6 

4.65 

14.89 

1.06 

U 

u 

50.0 

14.71 

.70 

5.49 

303.4 

50.6 

4.54 

16.12 

1.05 

U 

u 

55.0 

16.18 

.82 

5.61 

321.0 

53.5 

4.45 

17.46 

1.04 

B 109 

15 

60.0 

17.67 

.59 

6.00 

609.0 

81.2 

5.87 

25.96 

1.21 

U 

u 

65.0 

19.12 

.69 

6.10 

636.1 

84.8 

5.77 

27.42 

1.20 

U 

u 

70.0 

20.59 

.78 

6.19 

663.7 

88.5 

5.68 

29.00 

1.19 

U 

u 

75.0 

22.06 

.88 

6.29 

691.2 

92.2 

5.60 

30.68 

1.18 

u 

u 

80.0 

23.53 

.98 

6-39 

718.8 

958 

5.53 

32.46 

1.17 

B 113 

15 

80.0 

23.57 

.80 

6.40 

789.1 

105.2 

5.79 41.31 

1.32 

U 

« 

85-0 

25.00 

.90 

6.50 

815.9 

108.8 

5.71 <43.46 

1.32 

U 

a 

90.0 

26.47 

.99 

6.59 

843.4 

112.5 

5.64 45.79 

1.32 

u 

u 

95.0 

27.94 

1.09 

6.69 

871.0 

116.1 

5.58 48-25 

1.31 

u 

u 

100.0 

29.41 

1.19 

6.79 

898.6 

119.8 

5-53 50.84 

1.31 

B 121 

20 

80.0 

23.73 

.60 

7.00 

1466.3 

146.6 

7.8645.81 

1.39 

« 


85.0 

25.00 

.66 

7.06 

1508.5 

150.9 

7.77 47.25 

1.37 



90.0 

26.47 

.74 

7.14 

1557.5 

155.8 

7.67 48.98 

1.36 



95.0 

27.94 

.81 

7.21 

1606.6 

160.7 

7.58 50.78 

1.35 



100.0 

29.41 

.88 

7.28 

1655.6 

165.6 

7.50 

52.65 

1.34 

B 127 

24 

105.0 

30.98 

.63 

7.88 

2811.5 

234.3 

9.53 

78.90 

1.60 



110.0 

32.48 

.69 

7.94 

2883.5 

240.3 

9.42 81.04 

1.58 



115.0 

33.98 

.75 

8.00 

29555 

246.3 

9.33 83.23 

1.56 


ft 

i 


J 































































































CAMBRIA STEEL. 185 


PROPERTIES OF STANDARD I-BEAMS. 




1 ( 

T 


\ 

it / 


/ 

• \ 

b 


u 

1 l 

A 


U 1 V 

K--=-d- ^ 


12 

13 

14 

15 

16 

1 

Increase of 

Coefficient of Strength. 

Coefficient of Deflection. 


Thickness 
of Web for 
each Pound 

For Fibre Stress 
of 16000 Pounds 

For Fibre Stress 
of 12500 Pounds 

Uniform 

Center 

Section 

Increase 
in Weight. 

per Square Inch 
for Buildings. 

per Square Inch 
for Bridges. 

Load. 

Load. 

Number. 

f 

F 

F' 

N 

N' 


.016 

942880 

736620 

.00000098 

.00000156 

B 65 


997680 

779440 

.00000092 

.00000148 

t i 


1044740 

816200 

.00000088 

.00000141 

it 


1091800 

852970 

.00000084 

.00000135 

tt 

.015 

1247490 

974600 

.00000066 

.00000106 

B 73 


1301110 

1016490 

.00000064 

.00000102 

t t 


1353400 

1057340 

.00000061 

.00000098 

tt 

.0123 

1855310 

1449460 

.00000037 

.00000060 

B 89 


1926950 

1505430 

.00000036 

.00000057 

it 


1989700 

1554450 

.00000035 

.00000056 

it 


2052440 

1603470 

.00000034 

.00000054 

it 


2115190 

1652490 

.00000033 

.00000052 

it 


PROPERTIES OF SPECIAL I-BEAMS. 


.025 

478130 

507930 

539300 

570670 

373540 

396820 

421320 

445830 

.00000288 

.00000272 

.00000256 

.00000242 

.00000462 

.00000435 

.00000409 

.00000387 

B 105 

a 

a 

u 

.020 

i 

866130 

904660 

943870 

983090 

1022300 

676670 

706770 

737400 

768040 

798670 

.00000127 

.00000122 

.00000117 

.00000112 

.00000108 

.00000204 

.00000195 

.00000187 

.00000180 

.00000173 

B 109 

u 

« 

u 

u 

.020 

1122290 

1160340 

1199550 

1238770 

1277980 

876790 

906520 

937150 

967790 

998420 

.00000098 

.00000095 

.00000092 

.00000089 

.00000086 

.00000157 

.00000152 

.00000147 

.00000143 

.00000138 

B 113 

ii 

u 

u 

a 

.015 

1564060 

1609100 

1661390 

1713670 

1765960 

1221920 

1257110 

1297960 

1338810 

1379660 

.00000053 

.00000051 

.00000050 

.00000048 

.00000047 

.00000085 

.00000082 

.00000080 

.00000077 

.00000075 

B 121 

U 

u 

u 

u 

’ .0123 

2499090 

2563090 

2627090 

1952420 

2002420 

2052420 

.00000028 

.00000027 

.00000026 

.00000044 

.00000043 

.00000042 

B 127 

a 

u 





















































186 CAMBRIA STEEL. 


PROPERTIES OF STANDARD CHANNELS. 



I\ 

it / 

I, 


1 

V U J 

i i 


-H- 




<- ll 

i 



1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

Section 

Num¬ 

ber. 

Depth 

of 

Chan¬ 

nel. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Thick¬ 
ness of 
Web. 

Width 

of 

Flange. 

Moment 

of 

Inertia 
Axis 1-1. 

Section 

Mod¬ 

ulus 

Axis 

1-1. 

Radius 

of 

Gyra¬ 

tion 

Axis 

1-1. 

Moment 

of 

Inertia 
Axis 2-2. 

Section 

Mod¬ 

ulus 

Axis 

2-2. 

Radius 

of 

Gyra¬ 

tion 

Axis 

2-2. 

d 

A 

t 

b 

I 

S 

r 

I' 

S' 

r' 

Inches. 

Pounds. 

Sq. Ins. 

Inch. 

Inches. 

Inches. 4 

Ins.® 

Inches. 

Inches. 4 

Ins.® 

Ineh. 

C 5 

3 

4.00 

1.19 

.17 

1.41 

1.6 

1.1 

1.17 

.20 

.21 

.41 

< i 

4 4 

5.00 

1.47 

.26 

1.50 

1.8 

1.2 

1.12 

.25 

.24 

.41 

a 

44 

6.00 

1.76 

.36 

1.60 

2.1 

1.4 

1.08 

.31 

.27 

.42 

C 9 

4 

5.25 

1.55 

.18 

1.58 

3B, 

1.9 

1.56 

.32 

.29 

.45 

< i 

4 4 

6.25 

1.84 

.25 

1.65 

4.2 

2.1 

1.51 

.38 

.32 

.45 

ii 

4 4 

7.25 

2.13 

.33 

1.73 

4.6 

2.3 

1.46 

.44 

.35 

.46 

C13 

5 

6.50 

1.95 

.19 

1.75 

7.4 

3.0 

1.95 

.48 

.38 

.50 

< < 


9.00 

2.65 

.33 

1.89 

8.9 

3.5 

1.83 

.64 

.45 

.49 

it 


11.50 

3.38 

.48 

2.04 

10.4 

4.2 

1.75 

.82 

.54 

.49 

C17 

6 

8-00 

2.38 

.20 

1.92 

13.0 

4.3 

2.34 

.70 

.50 

.54 

< ( 


10.50 

3.09 

.32 

2.04 

15.1 

5.0 

2.21 

.88 

.57 

.53 

«1 


13.00 

3.82 

.44 

2.16 

17.3 

5.8 

2.13 

1.07 

.65 

.53 

< ( 


15.50 

4.56 

.56 

2.28 

19.5 

6.5 

2.07 

1.28 

.74 

.53 

C21 

7 

9.75 

2.85 

.21 

2.09 

21.1 

6.0 

2.72 

.98 

.63 

.59 

< < 


12.25 

3.60 

.32 

2.20 

24.2 

6.9 

2.59 

1.19 

.71 

.57 

( < 


14.75 

4.34 

.42 

2.30 

27.2 

7.8 

2.50 

1.40 

.79 

.57 

4 4 


17.25 

5.07 

.53 

2.41 

30.2 

8.6 

2.44 

1.62 

.87 

.56 

ii 


19.75 

5.81 

.63 

2.51 

33.2 

9.5 

2.39 

1.85 

.96 

.56 

C25 

8 

11.25 

3.35 

.22 

2.26 

32.3 

8.1 

3.10 

1.33 

.79 

.63 

4 4 


13.75 

4.04 

.31 

2.35 

36.0 

9.0 

2.98 

1.55 

.87 

.62 

ii 


16.25 

4.78 

.40 

2.44 

39.9 

10.0 

2.89 

1.78 

.95 

.61 

4 4 


18.75 

5.51 

.49 

2.53 

43.8 

11.0 

2.82 

2.01 

1.02 

.60 

4 4 


21.25 

6.25 

.58 

2.62 

47.8 

11.9 

2.76 

2.25 

1.11 

.60 

C29 

9 

13.25 

3.89 

.23 

2.43 

47.3 

10.5 

3.49 

1.77 

.97 

.67 

4 4 


15.00 

4.41 

.29 

2 49 

50.9 

11.3 

3.40 

1.95 

1.03 

.66 

4 4 


20.00 

5.88 

.45 

2.65 

60.8 

13.5 

3.21 

2.45 

1.19 

.65 

4 4 


25.00 

7.35 

.61 

2.81 

70.7 

15.7 

3.10 

2.98 

1.36 

.64 

C33 

10 

15.00 

4.46 

.24 

2.60 

66.9 

13.4 

3.87 

2.30 

1.17 

.72 



20.00 

5.88 

.38 

2.74 

78.7 

15.7 

3.66 

2.85 

1.34 

.70 



25.00 

7.35 

.53 

2.89 

91.0 

18.2 

3.52 

3.40 

1.50 

.68 



30.00 

8.82 

.68 

3.04 

103.2 

20.6 

3.42 

3.99 

1.67 

.67 



35.00 

10.29 

.82 

3.18 

115.5 

23.1 

3.35 

4.66 

1.87 

.67 

C41 

12 

20.50 

6.03 

.28 

2.94 

128.1 

21.4 

4.61 

3.91 

1.75 

.81 



25.00 

7.35 

.39 

3.05 

144.0 

24.0 

4.43 

4.53 

1.91 

.78 



30.00 

8-82 

.51 

3.17 

161.6 

26.9 

4.28 

5.21 

2.09 

.77 



35.00 

10.29 

.64 

3.30 

179.3 

29.9 

4.17 

5.90 

2.27 

.76 



40.00 

11.76 

.76 

3.42 

196.9 

32.8 

4.09 

6-63 

2.46 

.75 

C53 

15 

33.00 

9.90 

.40 

3.40 

312.6 

41.7 

5.62 

8.23 

3.16 

.91 



35.00 

10.29 

.43 

3.43 

319.9 

42.7 

5.57 

8.48 

3.22 

.91 



40.00 

11.76 

.52 

3.52 

347.5 

46.3 

5.44 

9.39 

3.43 

.89 



45.00 

13.24 

.62 

3.62 

375.1 

50.0 

5.32 

10.29 

3.63 

.88 



50.00 

14.71 

.72 

3.72 

402.7 

53.7 

5.23 

11.22 

3.85 

.87 



55.00 

16.18 

.82 

3.82 

430.2 

57.4 

5.16 

12.19 

4.07 

.87 




































































CAMBRIA STEEL. 


187 


PROPERTIES OF STANDARD CHANNELS. 



13 

14 

15 

16 

17 

18 

1 

Distance 

Increase of 

Coef. of Strength. 

Coef. of Deflection. 


of Gravity 

"Web for 

Fibre Stress 

Fibre Stress 




from 

each Pound 

16000 Pounds 

12500 Pounds 

Uniform 

Center 

Section 

Outside of 

Increase 

per Sq. Inch 

per Sq.Inch 

Load. 

Load. 


Web. 

in Weight. 

for Buildings. 

for Bridges. 



Number. 

X 

f 


F' 

N 

N' 


Inch. 

Inches. 




.44 

.098 

11630 

9090 

.0004743 

.0007589 

C 5 

.44 


13140 

10270 

.0004199 

.0006718 

i i 

.46 


14710 

11490 

.0003751 

.0006001 

it 

.46 

.074 

20230 

15800 

.0002046 

.0003273 

C 9 

.46 


22270 

17400 

.0001858 

.0002973 

i i 

.46 


24360 

19030 

.0001698 

.0002717 

i i 

.49 

.059 

31640 

24720 

.0001046 

.0001674 

C13 

.48 


37860 

29570 

.0000875 

.0001399 

i ( 

.51 


44390 

34680 

.0000746 

.0001193 

a 

.52 

.049 

46210 

36100 

.0000597 

.0000855 

• C17 

.50 


53750 

42000 

.0000513 

.0000821 

l i 

.52 


61600 

48120 

.0000448 

.0000717 

it 

.55 


69440 

54250 

.0000397 

.0000636 

i i 

.55 

.042 

64270 

50210 

.0000368 

.0000588 

C21 

.53 


73650 

57540 

.0000321 

.0000514 

i i 

.53 


82740 

|64690 

.0000286 

.0000457 

it 

.55 


91950 

71840 

.0000257 

.0000411 

it 

.58 


101100 

78990 

.0000234 

.0000374 

it 

.58 

.037 

86140 

67300 

.0000240 

.0000384 

C25 

.56 


95990 

75000 

.0000216 

.0000345 

t i 

.56 


106450 

83170 

.0000194 

.0000311 

it 

.57 


116910 

91340 

.0000177 

.0000283 

i t 

.59 


127370 

99510 

.0000162 

.0000260 

l i 

.61 

.033 

112170 

87630 

.0000164 

.0000262 

C29 

.59 


120540 

94170 

.0000153 

.0000244 

i i 

.58 


144070 

112550 

.0000128 

.0000204 

l i 

.62 


167590 

130930 

.0000110 

.0000176 

it 

.64 

.029 

142680 

111470 

.0000116 

.0000186 

C33 

.61 


167940 

131210 

.0000099 

.0000158 

i i 

.62 


194090 

151630 

.0000085 

.0000136 

n 

.65 


220230 

172060 

.0000075 

.0000120 


.69 


246380 

192480 

.0000067 

.0000107 

i t 

.70 

.025 

227750 

177930 

.0000061 

.0000097 

C41 

.68 


256000 

200000 

.0000054 

.0000086 


„68 


287370 

224510 

.0000048 

.0000077 


.69 


318750 

249020 

.0000043 

.0000069 


.72 


350120 

273530 

.0000039 

.0000063 


.79 

.020 

444520 

347280 

.0000025 

.0000040 

C53 

.79 


455030 

355500 

.0000024 

.0000039 


.78 


494250 

886130 

.0000022 

.0000036 


.79 


533470 

416770 

.0000021 

.0000033 


.80 


572680 

447410 

.0000019 

.0000031 


.82 


611900 

478050 

.0000018 

.0000029 














































188 CAMBRIA STEEL. 


PROPERTIES OF SHIP AND SPECIAL CHANNELS. 



1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 


G 

G 


Area 

Thick- 

Width 

o 

<x? 

bo 

e 

a 

Moment 

Sec¬ 

tion 

Radius 

of 

Moment 

Sec¬ 

tion 


o 

W'ght 

of 

ness of 

of 

£ he 

51 

Pm 

o 

of 

Inertia 

Mod¬ 

ulus 

Gyra¬ 

tion 

of 

Inertia 

Mod¬ 

ulus 

Section 


per 

Section. 

Web. 

Flange 

frH 

G* 

O 

Axis 1-1. 

Axis 

1-1. 

Axis 

1-1. 

Axis 2-2. 

Axis 

2-2. 

Number 


Foot. 











d 


A 

t 

b 

S 

g 

I 

S 

r 

I' 

S' 


Ins. 

Lbs. 

Sq. Ins. 

Inch. 

Ins. 

In. 

Ins> 

Ins. 3 

Ins. 

Ins.4 

Ins.3 

C 269 

3 

7.1 

2.07 

.306 

1.94 

.26 

.12 

2.72 

1.81 

1.15 

.66 

.52 

C 72 

4 

10.1 

2 95 

.394 

2.09 

.38 

.004 

6.54 

3.27 

1.49 

1.12 

.79 

C 86 

6 

15.3 

4.47 

.34 

3.50 

.33 

.035 

25.3 

8.4 2.38 

5.14 

2.13 

U 

a 

17.7 

5.19 

.46 

3.62 

u 

U 

27.5 

9.2 2.30 

5.95 

2.31 

00 

00 

u 

6 

19.0 

5.58 

.41 

3.56 

.46 

.02 

31.1 

10.4 

2.36 

6.79 

2.85 

a 

« 

21.6 

6.36 

.54 

3.69 

U 

U 

33.4 

11.1 

2.29 

7.85 

3.10 

u 

a 

23.4 

6.87 

.63 

3.78 

a 

u 

34.9 

11.6 

2.25 

8.53 

3.25 

c 89 

7 

20.9 

6.15 

.45 

3.45 

.48 

.02 

44.6 

12.7 

2.69 

6.74 

2.81 

U 

a 

23.8 

6.99 

.57 

3.57 

u 

U 

48.0 

13.7 

2.62 

7.63 

3.02 

C 101 

8 

21.5 

6.30 

.40 

3.50 

.48 

.02 

60.7 

15.2 

3.07 

7.20 

2.94 

u 

« 

24.7 

7.26 

.52 

3.62 

a 

U 

65.8 

16.4 

3.01 

8.25 

3.17 

c 103 

8 

23.8 

7.00 

.50 

3.50 

.48 

.02 

63.6 

15.7 

3.01 

7.42 

2.96 

U 

a 

27.1 

7.96 

.62 

3.62 

u 

u 

68.7 

17.2 

2.94 

8.41 

3.18 

C 90 

10 

21.9 

6.44 

.38 

3.38 

.41 

.02 

92.0 

18.4 

3.78 

6.29 

2.51 

U 

u 

26.0 

7.64 

.50 

3.50 


u 

102.0 

20.4 

3.66 

7.17 

2.70 

a 

a 

27.4 

8.04 

.54 

3.54 

U 

u 

105.4 

21.1 

3.62 

7.45 

2.76 

u 

u 

31.5 

9.24 

.66 

3.66 

u 

u 

115.4 

23.1 

3.54 

8.30 

2.94 

c 105 

12 

35.0 

10.30 

.47 

3.77 

.65 

.03 

215.7 

36.0 

4.58 

12.98 

4.79 

a 

u 

40.0 

11.76 

.60 

3.90 

u 

u 

233.3 

38.9 

4.45 

14.61 

5.13 

u 

a 

44.3 

13.02 

.70 

4.00 

a 

u 

248.4 

41.4 

4.37 

15.99 

5 .41 

u 

u 

46.3 

13.62 

.75 

4.05 

u 

(( 

255.6 

42.6 

4.33 

16.64 

5.55 

u 

u 

48.4 

14.22 

.80 

4.10 

u 

a 

262.8 

43.8 

4.30 

17.31 

5.68 

a 

a 

50.0 

14.70 

.84 

4.14 

u 

u 

268.6 

44.8 

4.27 

17.84 

5.79 

C 95 

13 

32.0 

9.30 

.38 

4.00 

.34 

.15 

237.5 

36.5 

5.05 

11.54 

3.86 

« 

« 

35.0 

10.29 

.45 

4.08 

u 


251.5 

38.7 

4 94 

12.54 

4.06 

u 

u 

37.0 

10.88 

.50 

4.12 

u 

u 

259.8 

40.0 

4.89 

13.10 

4.17 

u 

a 

40.0 

11.76 

.56 

4.19 

a 

u 

272.2 

41.9 

4.81 

13.94 

4.33 

a 

a 

45.0 

13.24 

.68 

4.30 

a 

a 

292.9 

45.1 

4.70 

15.32 

4.59 

u 

a 

50.0 

14.71 

.79 

4.42 

« 

u 

313.7 

48.3 

4.62 

16.71 

4.86 

u 

a 

55.0 

16.18 

.90 

4.53 

a 

u 

334.4 

51.4 

4.55 

18.14 

5.14 

c 65 

18 

45.0 

13.25 

.47 

3.77 

.45 

.17 

584.3 

64.9 

6.64 

12.89 

4.40 

U 

« 

50.0 

14.71 

.55 

3.85 

u 

u 

623.1 

69.2 

6.51 

13.9C 

4.61 

U 

U 

55.0 

16.18 

.63 

3.93 

a 

u 

662.0 

73.6 

6.40 

14.93 

4.82 

(1 

a 

60.0 

17.65 

.72 

4.02 

u 

a 

703.3 

78.1 

6.31 

15.96 

5.03 







































































CAMBRIA STEEL. 


189 


PROPERTIES OF SHIP AND SPECIAL CHANNELS. 


d 




T 

i 

b 





i 

K- 

1 

-d~ 

i 

I 

— 



14 

15 

16 

17 

18 

19 

20 

1 

Radius 

Distance 

Increaseof 

Coef. of Strength. 

Coef. of Deflection. 



of Center 

Thickness 







of 

of Gravity 

of Web for 

Fibre Stress 

Fibre Stress 





from 

each Lb. 

16 000 Lbs. 

12 500 Lbs. 

Uniform 

Center 



Outside 

Increase 

per Sq. Inch. 

per Sq. Inch. 




Axis 2-2. 

of Web. 

in Weight. 

for 


for 

Load. 

Load. 

Section 




Buildings. 

Bridges. 



Number. 

r' 


f 










F 


F' 

N 

N' 


Inch. 

Inch. 

Inch. 


■ 





.50 

.65 

I .098 

19310 

15090 

.0002857 

.0004571 

C 269 

.62 

.67 

.074 

34880 

27250 

.0001186 

.0001898 

C 72 

1.07 

1.08 

.049 

89160 

69660 

.0000307 

.0000491 

C 86 

1.07 

1.04 

ii 

97680 

76310 

.0000283 

.0000452 

tt 

1.10 

1.18 

.049 

110450 

86290 

.0000250 

.0000400 

C 88 

1.11 

1.16 

ii 

118770 

92790 

.0000232 

.0000372 

ii 

1.11 

1.15 

tt 

124270 

97080 

.0000222 

.0000356 

a / 

1.05 

1.05 

.042 

135950 

106210 

.0000174 

.0000278 

C 89 

1.05 

1.04 

• U 

146350 

114330 

.0000162 

.0000259 

it 

1.07 

1.05 

.037 

161930 

126510 

.0000128 

.0000204 

c 101 

1.07 

1.02 

ii 

174930 

136670 

.0000118 

.0000189 

ii 

1.03 

.99 

.037 

167470 

130830 

.0000122 

.0000195 

c 103 

1.03 

.98 

ii 

183470 

143330 

.0000118 

.0000181 

tt 

.99 

.87 

.029 

196310 

153360 

.0000085 

.0000135 

C 90 

.97 

.84 

u 

217650 

170030 

.0000077 

.0000123 

a 

.96 

.84 

a 

224760 

175580 

.0000074 

.0000118 

u 

.95 

.84 

u 

246100 

192250 

.0000068 

.0000108 

a 

1.12 

1.07 

.0245 

383550 

299650 

.0000036 

.0000058 

C 105 

1.11 

1.05 

ii 

414790 

324060 

.0000033 

.0000053 

ii 

1.11 

1.05 

it 

441670 

345060 

.0000031 

.0000050 

ii 

1.11 

1.05 

a 

454470 

355060 

.0000030 

.0000049 

tt 

1.10 

1.05 

it 

467270 

369750 

.0000030 

.0000047 

it 

1.10 

1.06 

it 

477510 

373060 

.0000029 

.0000046 

ii 

1.11 

1.01 

.023 

389710 

304460 

.0000033 

.0000052 

C 95 

1.10 

.99 

it 

412750 

322460 

.0000031 

.0000049 

it 

1.10 

.98 

tt 

426340 

333080 

.0000030 

.0000048 

tt 

1.09 

.97 

u 

446740 

349010 

.0000029 

.0000046 

tt 

1.08 

.97 

u 

480720 

375560 

.0000027 

.0000042 

tt 

1.07 

.98 

tt 

514710 

402120 

.0000025 

.0000040 

tt 

1.06 

1.00 

a 

548700 

428670 

.0000023 

.0000037 

ii 

.99 

.84 

.016 

692270 

540830 

.0000014 

.0000022 

C 65 

.97 

.83 

it 

738520 

576970 

.0000012 

.0000020 

it 

.96 

.83 

it 

784600 

612970 

.0000012 

.0000019 

ii 

.95 

.85 

it 

833560 

651220 

.0000011 

.0000018 

a 



























































190 


CAMBRIA STEEL. 



PROPERTIES OF STANDARD 
SHIP CHANNELS. 

General slope of flange = 2° or .035. 


1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 










Radius 


Section 


. 







Section 



'o> 



Thick- 


Thick- 

Moment 

Mod- 

of 

Moment 

Mod- 



W'ght 

per 

Area 


Width 

of 

Inertia 

Section 

rd 

© 

of 

ness 

of 

of 

ness 

at 

ulus 

Gyra¬ 

tion 

of 

Inertia 

ulus 

Number. 


Foot. 

Section. 


Flange. 


Axis 


Axis 

a> 

(=3 

Web. 

Mid 

Axis 1-1. 

1-1. 

Axis 

Axis 2-2. 

2-2. 







Flange. 



1-1. 




d 


A 

t 

b 


I 

S 

r 

I' 

S' 


Ins. 

Lbs. 

Sq. Ins. 

Inch. 

Ins. 

Inch. 

Ins> 

Ins.3 

Ins. 

Ins.4 

Ins. 3 

C 55 

6 

16.8 

4.92 

.325 

3.45 

.475 

28.5 

9.5 

2.41 

5.69 

2.49 

“ (BSC8) 

U 

17.8 

5.22 

.375 

3.50 

U 

29.4 

9.8 

2.38 

6.09 

2.58 

« 

a 

19.8 

5.82 

.475 

3.60 

a 

31.2 

10.4 

2.32 

6.86 

2.77 

C 57 

7 

18.9 

5.55 

.350 

3.45 

.500 

42.8 

12.2 

2.78 

6.31 

2.69 

“(BSC 10) 

a 

20.1 

5.90 

.400 

3.50 


44.2 

12.6 

2.74 

6.73 

2.78 

a 

a 

22.5 

6.60 

.500.3.60 

u 

47.1 

13.5 

2.67 

7.54 

2.98 

C 59 

8 

21.2 

6.23 

.375 3.45 

.525 

61.2 

15.3 

3.13 

6.92 

2.S9 

“(BSC13) 

a 

22.6 

6.63 

.425 3.50 

u 

63.3 

15.8 

309 

7.36 

2.98 

U 

u 

25.3 

7.43 

.525 3.60 

a 

67.6 

16.9 

3.02 

8.21 

3.18 

C 60 

9 

23.7 

6.96 

.400 3.45 

.550 

84.3 

18.7 

3.48 

7.52 

3.08 

“(BSC17) 

a 

25-2 

7.41 

.450 3.50 

« 

87.3 

19.4 

3.43 

7.97 

3.17 

« 

a 

28.3 

8.31 

.550 3.60 

a 

93.4 

20.7 

3.35 

8.85 

3.38 

u 

u 

31.3 

9.21 

.650 3.70 

a 

99.4 

22.1 

3.29 

9.71 

3.57 

C 61 

10 

24.6 

7.23 

.375 3.40 

.575 

108.6 

21.7 

3.88 

7.62 

3.15 

u 


26.3 

7.73 

.425 3.45 

u 

112.7 

22.5 

3.82 

8.10 

3.25 

“(BSC20) 

« 

28.0 

8.23 

.475 3.50 

“ 

116.9 

23.4 

3.77 

8.56 

3.37 

u 

a 

31.4 

9.23 

.575 3.60 

“ 

125.2 

25.0 

3.69 

9.47 

3.60 

a 

u 

34.8 

10.23 

.675 

3.70 

“ 

133.6 

:26.7 

3.61 

10.37 

3.80 

C 63 

12 

'30.6 

9.00 

.450 

'3.45 

.600 

181.8 

30.3 

4.50 

8.89 

3.48 

“(BSC25) 

“ 

32.7 

9.60 

.500 

3.50 

“ 

189.0 

31.5 

4.44 

9.37 

3.58 

u 

U 

36.8 

10.80 

.600 

>3.60 

“ 

203.4 

33.9 

4.34 

10.31 

3.80 

a 


40.8 

12.00 

.700 

>3.70 

« 

217.8 

36.3 

4.26 

11.26 

4.01 



PROPERTIES OF Z-BAR 
HATCH SECTION. 

STANDARD SHIP SECTION. 


Section 

Number. 

Size 

Weight 

Area 

of 

Section. 

THICKNESS. 

Moment 
of Inertia 
Axis 1-1. 

Section 
Modulus 
Axis 2-2. 

a X b X c. 

per 

Foot. 

Web. 

Plain 

Leg. 

Rounded 

Leg. 


Inches. 

Lbs. 

Sq. Ins. 

Ins. 

Ins. 

Ins. 

Ins> 

Ins. 3 

Z 101 

2 3^x3 x2 M 

13.6 

3.98 


7 

16 


3.57 

2.52 


























































































































CAMBRIA STEEL. 


191 



PROPERTIES OF STANDARD 
■2 SHIP CHANNELS. 

General slope of flange = 2° or .035. 


13 

14 

15 

16 

| 17 

18 

19 

1 

Radius 

of 

Gyra¬ 

tion 

Axis 

2-2. 

Dis¬ 

tance 

of 

Center 

of 

Gravi¬ 
ty from 
Outside 
ofWeb 

In¬ 

crease 

of 

Thick¬ 
ness o: 
Webfoi 
each Lb 
In¬ 
crease 
in 

Weight 

Coefficient of 
Strength. 

Coefficient of 
Deflection. 

Section 

Number. 

Fibre Stress 
16000 Lbs 
per Sq. Inch 
for 

Buildings. 

Fibre Stress 
12 500 Lbs. 
per Sq. Inch, 
fur 

Bridges. 

Uniform 

Load. 

Center 

Load. 

r' 

X 

f 

F 

F' 

N 

N' 

Inch 

Inch. 

Inch. 

1.08 

1.17 

.049 

101500 

79300 

.0000271 

.0000434 

C 55 

1.08 

1.15 

U 

104700 

81800 

.0000264 

.0000422 

“ (BSC 8) 

1.09 

1.13 

a 

111000 

86800 

.0000249 

.0000398 

« 

1.07 

1.11 

.0421130410 

101880 

.0000182 

.0000290 

C 57 

1.07 

1.09 

u 

134770 

105290 

.0000176 

.0000281 

“ (BSC 10) 

1.07 

1.07 

a 

143480 

112090 

.0000165 

.0000264 

u 

1.05 

1.05 

.037 

163080 

127410 

.0000127 

.0000203 

C 59 

1.05 

1.04 

U 

168770 

131850 

.0000123 

.0000196 

“(BSC 13) 

1.05 

1.02 

U 

180150 

140740 

.0000115 

.0000184 

U 

1.04 

1.01 

.033 

199730 

156040 

.0000092 

.0000148 

C 60 

1.04 

1.00 

U 

206930 

161660 

.0000089 

.0000142 

“ (BSC 17) 

1.03 

.98 

a 

221330 

172910 

.0000083 

.0000133 

U 

1.03 

.98 

a 

235730 

184160 

.0000078 

.0000125 

u 

1.03 

.98 

.029 

231610 

180940 

.0000072 

.0000115 

C 61 

1.02 

.97 

U 

240500 

187890 

.0000069 

.0000111 

u 

1.02 

.96 

U 

249390 

194830 

.0000067 

.0000107 

“ (BSC 20) 

1.01 

.95 

U 

267160 

208720 

.0000062 

.0000100 

a 

1.01 

.95 

U 

284940 

222610 

.0000058 

.0000093 

u 

.99 

.90 

.025 

323290 

252570 

.0000044 

.0000070 

C 63 

.99 

.89 

U 

336090 

262570 

.0000041 

.0000066 

“ (BSC 25) 

.98 

.89 

a 

361690 

282570 

.0000039 

.0000061 

a 

.97 

.89 

u 

387290 

302570 

.0000036 

.0000057 

a 



PROPERTIES OF Z-BAR 
HATCH SECTION. 

STANDARD SHIP SECTION. 


Radius 

of 

Gyration. 
Axis 1-1. 

Distance 
Center of 
Gravity 

X 

Moment 

of 

Inertia 
Axis 2-2. 

Section 
Modulus 
Axis 2-2. 

Radius 

of 

Gyration 
Axis 2-2. 

Distance 
Center of 
Gravity 

Tangent 
of Angle 

a 

Least 
Radius of 
Gyration. 
Axis 3-3. 

Section 

Number. 

Ins. 

Ins. 

Ins.* 

Ins.3 

Ins. 

Ins. 

Ins. 


.95 

1.42 

6.98 

2.39 

1.33 

2.93 

1.560 

.55 

Z-101 





















































































192 


CAMBRIA STEEL. 


PROPERTIES OF BULB ANGLES. 



•~>w' 


1 

2 

3 

4 

5 

6 

7 

8 



Weight 

Area 

Thickness 

Thickness 

Moment 

Section 


Size. 

of 

of Bulb 

of Plain 

Inertia 

Modulus 



per 

Section. 

Leg. 

Leg. 

Axis 1-1. 

Axis 1-1. 

Section 







Number. 


Foot. 






a x b 


A 

t 

t' 

I 

S 



Inches. 

Lbs. 

Sq. Ins. 

Ins. 

Ins. 

Ins. 4 

Ins.s 

* A174 

4x3^ 

11.7 

3.42 


% 

7.7 

3.25 

* A176 

5x4M 

19.2 

5.64 


lS 

20.7 

7.89 

A 171 

5x2 A 

10.2 

3.00 

64 

n to M 

10.4 

4.05 

A 177 

6x3 

11.8 

3.47 

TS 

.34 

16.8 

5.10 

U 

U 

13.5 

3.95 

Vs 

.39 

18.5 

5.56 

U 

« 

15.0 

4.41 

7 

T7> 

.43 

20.1 

6.02 

A 178 

Qx3A 

12.5 

3.66 

& 

.37 

18.0 

5.16 

U 

U 

14.1 

4.13 

Vs 

.41 

19.6 

5.62 

a 

a 

15.7 

4.60 

7 

16 

.45 

21.3 

6.11 

a 

u 

17.3 

5.07 

A 

.49 

22.8 

6.53 

a 

u 

18.9 

5.53 

9 

16 

.53 

24.4 

6.97 

u 

a 

20.5 

6.02 

Vs 

.58 

25.9 

7.42 

A 179 

7x3K 

15.7 

4.61 

Vs 

.43 

29.3 

7.21 

« 

a 

17.5 

5.13 

7 

16 

.46 

31.6 

7.79 

a 

u 

19.1 

5.60 


.48 

33.7 

8.36 

A 181 

8x3 M 

17.4 

5.09 


.42 

42.8 

9.54 

U 

U 

19.3 

5.64 

T6 

.44 

45 .3 

10.15 

a 

a 

21.5 

6.30 

A 

.50 

50.1 

11.14 

A 183 

9x3 ^ 

20.3 

5.96 


.44 

62.6 

12.78 

U 

« 

22.6 

6.62 

15 

32 

.48 

68.0 

13.81 

U 

U 

24.8 

7.27 


.52 

72.7 

14.75 

A 185 

10x3'A 

23.6 

6.91 

16 

.47 

88.6 

16.62 

U 

u 

26.1 

7.64 

A 

.51 

95.6 

17.81 

U 

u 

28.5 

8.35 

TTS 

.55 

102.2 

19.00 


*Top Guard Angle. 


























































CAMBRIA STEEL. 193 


PROPERTIES OF BULB ANGLES. 

r 


i 



9 

10 

11 

12 

13 

14 

15 

16 

1 


Distance 




Distance 




Radius 

Center of 

Moment 


Radius 

Center of 


Least 


of 

Gravity 

of 

Section 

of 

Gravity 

Tangent 

Radius 


Gyration 

from back 

Inertia 

Modulus 

Gyration 

from back 


of 


Axis 1-1. 

of Plain 

Axis 2-2. 

Axis 2-2. 

Axis 2-2. 

of Bulb 

of 

Gyration 



Leg. 




Leg. 

Angle. 

Axis 3-3. 

Section 









Number. 

r 

X 

r 

S' 

r' 

x' 

a 

r" 


Ins. 

Ins. 

Ins. 4 

Ins.3 

Ins. 

Ins. 


Ins. 


1.50 

1.73 

3.07 

1.19 

.95 

.94 

.398 

.81 

A174* 

1.92 

2.38 

7.96 

2.41 

1.19 

1.19 

.385 

1.01 

A176 * 

1.86 

2.43 

3.47 

1.81 

1.08 

.59 

.198 

1.03 

A171 

2.20 

2.70 

1.88 

.79 

.74 

.63 

.161 

.65 

A177 

2.16 

2.67 

2.11 

.90 

.73 

.65 

.161 

.65 

U 

2.14 

2.66 

2.33 

1.00 

.73 

.67 

.159 

.65 

U 

2.22 

2.51 

3.27 

1.21 

.95 

.80 

.250 

.79 

A178 

2.18 

2.50 

3.60 

1.33 

.93 

.80 

.247 

.79 

U 

2.15 

2.52 

3.92 

1.46 

.92 

.81 

.244 

.78 

u 

2.12 

2.50 

4.21 

1.57 

.91 

.82 

.239 

.78 

u 

2.10 

2.51 

4.50 

1.69 

.90 

.84 

.238 

.77 

u 

2.08 

2.50 

4.85 

1.84 

.90 

.86 

.236 

.77 

u 

2.52 

2.94 

3.70 

1.35 

.90 

.75 

.193 

.77 

A179 

2.48 

2.94 

3.99 

1.46 

.88 

.76 

.190 

.76 

a 

2.45 

2.97 

4.16 

1.52 

.86 

.76 

.183 

.75 

u 

2.90 

3.52 

3.73 

1.33 

.86 

.70 

.143 

.76 

A181 

2.83 

3.54 

3.95 

1.42 

.84 

.71 

.138 

.75 

u 

2.82 

3.50 

4.41 

1.59 

.83 

.73 

.136 

.75 

a 

3.24 

4.10 

4.00 

1.42 

.82 

.68 

.110 

.73 

A183 

3.20 

4.08 

4.37 

1.56 

.81 

.70 

.109 

.73 

« 

3.16 

4.07 

4.71 

1.69 

.80 

.71 

.108 

.73 

u 

3.58 

4.67 

4.34 

1.53 

.79 

.67 

.087 

.73 

A185 

3.54 

4.63 

4.73 

1.68 

.79 

.68 

.087 

.73 

a 

3.50 

4.61 

5.09 

1.82 

.78 

.70 

.086 

.72 

a 


*Top Guard Angle. 


































































194 


CAMBRIA STEEL. 



PROPERTIES OF 
STANDARD BULB 
ANGLES. 


1 

2 

3 

4 

5 

6 

7 

8 

Section 

Number. 

Size. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Thickness 

of 

Bulb Leg. 

Thickness 

of » 
Plain Leg. 

Moment 

of 

Inertia 
Axis 1-1. 

Section 
Modulus 
Axis 1-1. 

a x b 

A 

t 

t' 

I 

S. 


Inches. 

Lbs. 

Sq. Ins. 

Ins. 

Ins. 

Ins. 4 - 

Ins. 3 

A 187 

6x 3 

12.2 

3.58 

.350 


16.6 

4.9 

“(BSBA4) 

U 

12.8 

3.76 

.375 

.375 

17.4 

5.1 

U 

a 

14.1 

4.14 

.425 


18.8 

5.5 


a 

15.6 

4.58 

.475 


20.2 

59 

A 188 

7x3 M 

15.3 

4.50 

.375 


28.6 

7.2 

“(BSBA 8) 

u 

16.8 

4.94 

.425 

.425 

30.9 

7.7 


a 

18.6 

5.46 

.475 


33.2 

8.2 

a 

a 

20.0 

5.90 

.525 


35.5 

8.8 

A 189 

8x3V 2 

18.0 

5.29 

.400 


43.8 

9.8 

“(BSBA 12) 

u 

19.6 

5.78 

.450 

.450 

47.1 

10.6 


u 

21.6 

6.34 

.500 


50.4 

11.2 


u 

23.2 

6.83 

.550 


53.7 

11.9 

A 190 

9x3H 

20.9 

6.14 

.425 


63.8 

13.1 

“(BSBA 16) 

« 

22.7 

6.68 

.475 

.475 

68.4 

13.9 


« 

24.8 

7.29 

.525 


73.1 

14.8 



26.6 

7.82 

.575 


77.6 

15.6 



28.6 

8.41 

.625 


81.8 

16.4 

A 191 

lOx 3 Vi 

24.9 

7.32 

.475 


92.1 

17.2 

“(BSBA18) 

a 

26.9 

7.90 

.525 

.525 

98.2 

18.3 



29.1 

8.55 

.575 


104.3 

192 



31.1 

9.14 

.625 


110.4 

20.3 



33.2 

9.77 

.675 


115.9 

21.2 



35.2 

10.35 

.725 


122.0 

22.3 


PROPERTIES OF CAR SIDE STAKE AND 


12 X 



DOOR 

SPREADER 

BAR 

SECTIONS. 


C. 250 

2 |t' 

t"f 

1 - 

' 

t ' 

* 

i 

t 

1 « 

A 

ir- 1 

1 


2 

d 

lit ! 


Section 

Number. 

Size 

b x d 

Weight 
per Foot. 

Area of 
Section. 

THICKNESS 

Moment of 
Inertia. 
Axis 1-1. 

Base t 

Top t' 

Sides t n 


Ins. 

Lbs. 

Sq. In. 

Ins. 

Ins. 

Ins. 

Ins. 4 - 

L 2 

7 x2 H 

6.7 

2.10 


Vs 

3 /ie 

1.99 


7 x213/ 16 

8.7 

2.54 

X 

7 /l6 

.210 

2.90 


7 x 215/16 

11.7 

3.41 

Vs 

9 4e 

.254 

4.55 

C 250 

7^x4 

19.8 

5.81 

V2 

.483 

.320 

11.78 

































































































CAMBRIA STEEL. 


195 



PROPERTIES OF 
STANDARD BULB 
ANGLES. 


9 

10 

11 

12 

13 

14 

15 

16 

1 

Radius 

of 

Gyration 
Axis 1-1. 

Distance 
Center of 
Gravity 
from back 
of Plain 
Leg. 

Moment 

of 

Inertia 

Axis 

2-2. 

Section 
Modulus 
Axis 2-2. 

Radius 

of 

Gyra¬ 

tion 

Axis 

2-2. 

Distance 
Center of 
Gravity 
from back 
of Bulb 
Leg. 

Tangent 

of 

Angle. 

a 

Least 
Radius 
of Gyra¬ 
tion 
Axis 
3-3. 

Section 

Number. 

r 

X 

I' 

S' 

r' 

x' 

T" 

Ins. 

Ins. 

Ins. 4 

Ins. 3 

Ins. 

Ins. 

Ins. 

2.16 

2.59 

1.9 

.83 

.74 

.63 

.173 

.65 

A 187 

2.15 

2.60 

2.1 

.87 

.74 

.64 

.174 

.65 

“ (BSBA 4) 

2.13 

2.60 

2.3 

.96 

.75 

.66 

.176 

.65 

U 

2.10 

2.55 

2.5 

1.1 

.74 

.67 

.178 

.66 

u 

2.52 

2.99 

3.4 

1.2 

.87 

.72 

.177 

.75 

A 188 

2.50 

3.00 

3.7 

1.4 

.87 

.74 

.178 

.76 

“ ( B S B A 8 ) 

2.47 

2.94 

4.1 

1.5 

.88 

.75 

.180 

.76 

U 

2.45 

2.95 

4.5 

1.6 

.87 

.77 

.182 

.77 

u 

2.88 

3.54 

3.7 

1.3 

.83 

.70 

.136 

.74 

A 189 

2.85 

3.54 

4.0 

1.4 

.84 

.71 

.136 

.75 

“ (BSBA 12) 

2.82 

3.48 

4.4 

1.6 

.83 

.73 

.138 

.75 

U 

2.81 

3.49 

4.8 

1.7 

.84 

.75 

.139 

.76 

U 

3.22 

4.10 

3.9 

1.4 

.80 

.68 

.105 

.73 

A 190 

3.20 

4.10 

4.3 

1.5 

.81 

.70 

.106 

.74 

“ (BSBA 16) 

3.17 

4.03 

4.7 

1.7 

.80 

.71 

.107 

.74 

U 

3.15 

4.03 

5.1 

1.8 

.81 

.73 

.108 

.75 

u 

3.12 

3.98 

5.4 

2.0 

.80 

.74 

.110 

.75 

u 

3.55 

4.63 

4.4 

1.6 

.78 

.68 

.085 

.72 

A 191 

3.53 

4.62 

4.8 

1.7 

.78 

.69 

.085 

.72 

“ (BSBA 18) 

3.49 

4.56 

5.1 

1.9 

.77 

.70 

.086 

.73 

U 

3.48 

4.56 

5.6 

2.0 

.78 

.72 

.087 

.74 

U 

3.44 

4.52 

5.8 

2.1 

.77 

.74 

.089 

.74 

U 

3.43 

4.53 

6.3 

2.3 

.78 

.76 

.090 

.75 

U 


PROPERTIES OF CAR SIDE STAKE AND 



DOOR c. 250 

2 4,t' 

SPREADER t '' 

BAR i 

- 

4—■ 


* 

i ; 

SECTIONS. £ 

Jr t _ 

1 


2 

d 

JL 1 

.. L±- 

A l 


K-- 

I 


-b- ->l 


Section 
Modulus 
Axis 1-1. 

Radius of 

Gyration 
Axis 1-1. 

Distance to 
Center of 
Gravity x. 

Moment of 

Inertia 
Axis 2-2. 

Section 
Modulus 
Axis 2-2. 

Radius of 
Gyration 
Axis 2-2 

Section 

Number. 

Ins. 3 

Ins. 

Ins. 

Ins. 4 

Ins. 3 

Ins. 

1.16 

.97 

1.04 

5.45 

1.56 

1.61 

L 2 

1.53 

1.07 

.91 

7.23 

2.07 

1.69 

a 

2.12 

1.15 

.79 

10.81 

3.09 

1.78 

a 

5.77 

1.42 

2.04 

26.2 

7.00 

2.12 

C 250 


























































































196 


CAMBRIA STEEL. 


PROPERTIES OF T-BARS. 



EQUAL LEGS. 


2 

3 

4 

5 

Dimensions 

Width 

Depth 

Thickness 

Thickness 

of 

of 


of 



of 


Flange 

Bar 

Flange 

Stem 


b 

d 

s 

to n' 

t 

to t' 

Inches 

Inches 

Inch 

Inch 

1 

1 

l 

8 

to 

5 

3 2 

i 

8 

to 

5 

32 

IX 

IX 

3 

16 

« 

7 

32 

5 

3 2 

it 

7 

32 

1 3 

X 16 

1 3 

x 16 

3 

1 6 

a 

1 

4 

5 

3 2 

a 

7 

32 

IX 

IX 

3 

16 

a 

i 

4 

5 

32 

a 

7 

3 2 

IX 

IX 

3 

16 

u 

7 

3 2 

3 

16 

a 

9 

3 2 

IX 

IX 

3 

16 

a 

7 

3 2 

3 

16 

a 

7 

3 2 

IX 

IX 

1 

4 

u 

9 

32 

1 

4 

a 

9 

3 2 

IX 

IX 

1 

4 

a 

5 

1 6 

1 

4 

u 

5 

1 6 

2 

2 

1 

4 

u 

5 

1 6 

i 

4 

u 

5 

1 6 

2 

2 

5 

1 6 

u 

3 

8 

5 

16 

a 

3 

8 

2X 

2X 

1 

4 

a 

5 

1 6 

1 

4 

u 

5 

1 6 

2X 

2X 

5 

16 

a 

3 

8 

5 

16 

a 

3 

8 

2X 

2X 

1 

4 

a 

5 

1 6 

1 

4 

u 

5 

16 

2X 

2X 

5 

16 

u 

3 

8 

5 

16 

a 

3 

8 


6 

7 

8 

9 

Weight 

per 

Foot 

Area 

of 

Section 

Distanceof 
Center of 
Gravity 
from Out¬ 
side of 
Flange 

Moment 
of Inertia 
Axis 1-1 

A 

X 

I 

Pounds 

Sq. Ins. 

Inch 

Inches 4 

.89 

.26 

.29 

.02 

1.37 

.40 

.33 

.04 

1.51 

.44 

.34 

.05 

1.60 

.47 

.36 

.06 

1.70 

.50 

.40 

.07 

1.94 

.57 

.44 

.11 

2.47 

.73 

.47 

.15 

3.09 

.91 

.54 

.23 

3.56 

1.05 

.59 

.37 

4.3 

1.26 

.61 

.44 

4.1 

1.19 

.65 

.52 

4.9 

1.43 

.68 

.65 

4.6 

1.33 

.71 

.74 

5.5 

1.60 

.74 

.88 


Section 

Humber 


T 5 
T181 
T183 
T187 
T188 
T191 
T193 
T194 
T 37 


T 

T 

T 

T 

T 


39 

41 

42 
47 
49 


UNEQUAL LEGS. 


T 

16 

IX 

Ire 

3 

1 6 

to 

1 

4 

-5 - f r\ JL 

3 2 ^ U 3 2 

1.48 

.43 

.30 

.04 

T 

18 

IX 

IX 

3 

1 6 

« 

7 

3 2 

3 U 1 
16 4 

1.56 

.46 

.34 

.05 

T 

20 

IX 

IX 

i 

8 

u 

5 

32 

i a 5 

8' 3 2 

1.25 

.37 

.33 

.05 









































































CAMBRIA STEEL. 


197 


PROPERTIES OF T-BARS. 



EQUAL LEGS. 


10 

11 

12 

13 

14 

15 

16 

1 

Section 
Modulus 
Axis 1-1 

Radius of 
Gyration 
Axis 1-1 

Moment of 
Inertia 
Axis 2-2 

Section 
Modulus 
Axis 2-2 

Radius of 
Gyration 
Axis 2-2 

Coef. of Strength 

Section 

For Fibre Stress 
of 16 000 Lbs. 
per Square 
Inch. 

For Fibre Stress 
of 12500 Lbs. 
per Square 
Inch 

S 

l* 

I' 

S' 

r' 



Number 

Inches 3 

Inch 

Inches 4 

Inches 3 

Inch 

F 

F' 


.03 

.30 

.01 

.02 

.21 

320 

250 

T 5 

.05 

.31 

.02 

.04 

.24 

530 

410 

T181 

.06 

.33 

.03 

.05 

.26 

610 

480 

T183 

.06 

.35 

.03 

.05 

.27 

680 

530 

T187 

.08 

.37 

.03 

.05 

.26 

820 

640 

T188 

.11 

.45 

.06 

.08 

.32 

1170 

910 

T191 

.14 

.45 

.08 

.10 

.32 

1490 

1160 

T193 

.19 

.51 

.12 

.14 

.37 

2020 

1580 

T194 

.26 

.59 

.18 

.18 

.42 

2770 

• 2160 

T 37 

.31 

.59 

.23 

.23 

.43 

3300 

2580 

T 39 

.32 

.66 

.25 

.22 

.46 

3410 

2660 

T 41 

.41 

.67 

.33 

.29 

.48 

4370 

3410 

T 42 

.42 

.75 

.34 

.27 

.51 

4420 

3450 

T 47 

.50 

.74 

.44 

.35 

.52 

5330 

4160 

T 49 


UNEQUAL LEGS. 








» 



.05 

.29 

.03 

.05 

.28 

500 

390 

T 

16 

.06 

.32 

.03 

.05 

.27 

640 

500 

T 

18 

.05 

.37 

.04 

.05 

.32 

530 

410 

T 

20 
























































198 CAMBRIA STEEL. 


PROPERTIES OF STANDARD ANGLES. 
EQUAL LEGS. 



1 

2 

3 

4 

5 

6 

7 

8 

Section 

Number. 

Dimensions. 

Thickness. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Distance of 
Center of 
Gravity 
from Back 
of Leg. 

Moment 
of Inertia 
Axis 1-1. 

Section 
Modulus 
Axis 1-1. 

a x a 

t 


A 

X 

I 

S 



Inches. 

Inch. 

Pounds. 

Sq. Ins. 

Inch. 

Inches. 4 

Inches.3 

All 

1 Hx IK 

K 

1.23 

.36 

.42 

.08 

.072 

U 

u 

16 

1.80 

.53 

.44 

.11 

.104 

a 

u 

K 

2.34 

.69 

.47 

.14 

.134 

u 

u 

5 

16 

2.86 

.84 

.49 

.16 

.162 

a 

a 

K 

3.35 

.98 

.51 

.19 

.188 

A15 

2x2 

Vs 

1.65 

.48 

.55 

.19 

.13 

U 

U 

vS 

2.44 

.72 

.57 

.27 

.19 

a 

a 

K 

3.19 

.94 

.59 

.35 

.25 

« 

u 

16 

3.92 

1.15 

.61 

.42 

.30 

a 

a 

K 

4.7 

1.36 

.64 

.48 

.35 

a 

a 

is 

5.3 

1.56 

.66 

.54 

.40 

u 

u 

K 

6.0 

1.75 

.68 

.59 

.45 

A17 

ZVz* 

K 

2.08 

.61 

.67 

.38 

.20 

« 

a 

3 

16 

3.07 

.90 

.69 

.55 

.30 

U 

a 

K 

4.1 

1.19 

.72 

.70 

.39 

u 

a 

A 

5.0 

1.47 

.74 

.85 

.48 

a 

a 

Vs 

5.9 

1.73 

.76 

.98 

.57 

u 

a 

vS 

6.8 

2.00 

.78 

1.11 

.65 

a 

u 

K 

7.7 

2.25 

.81 

1.23 

.72 

A19 

3x3 

X 

4.9 

1.44 

.84 

1.24 

.58 

« 

U 

T6 

6.1 

1.78 

.87 

1.51 

.71 

a 

a 

Vs 

7.2 

2.11 

.89 

1.76 

.83 

u 

a 


8.3 

2.43 

.91 

1.99 

.95 

a 

u 

K 

9.4 

2.75 

.93 

2.22 

1.07 

a 

u 

9 

16 

10.4 

3.06 

.95 

2.43 

1 1.19 





















































CAMBRIA STEEL. 199 


PROPERTIES OF STANDARD ANGLES. 
EQUAL LEGS. 



9 

10 

11 

12 

13 

1 

Radius of 

Distance of 

Least Moment 

Section 

Least Radius of 


Gyration 

Axis 1-1. 

Center of 
Gravity from 
External Apex. 

of Inertia 
Axis 2-2. 

Modulus 
Axis 2-2. 

Gyration 
Axis 2-2. 

Section 

Number. 






r 

x" 

I" 

S" 

r" 


Inch. 

Inches. 

Inches* 

Inchest 

Inch. 


.47 

.60 

.031 

.053 

.30 

All 

.46 

.63 

.045 

.072 

.29 

Cl 

.45 

.66 

.058 

.088 

.29 

cc 

.44 

.69 

.070 

.101 

.29 

cc 

.44 

.72 

.082 

.114 

.29 

ci 

.63 

.78 

.08 

.10 

.40 

A15 

.62 

.80 

.11 

.14 

.39 

ci 

.61 

.84 

.14 

.17 

.39 

Cl 

.60 

.87 

.17 

.20 

.39 

Cl 

.59 

.90 

.20 

.22 

.39 

Cl 

.59 

.93 

.23 

.25 

.38 

u 

.58 

.96 

.26 

.27 

.38 

a 

.79 

.95 

.15 

.16 

.50 

A17 

.78 

.98 

.22 

.22 

.49 

Cl 

.77 

1.01 

.29 

.28 

.49 • 

Cl 

.76 

1.05 

.35 

.33 

.49 

Cl 

.75 

1.08 

.41 

.38 

.48 

Cl 

.75 

1.11 

.46 

.42 

.48 

Cl 

.74 

1.14 

.52 

.46 

.48 

u 

.93 

1.19 

.50 

.42 

' .59 

A19 

.92 

1.22 

.61 

.50 

.59 

a 

.91 

1.26 

.72 

.57 

.58 

Cl 

.91 

1.29 

.82 

.64 

.58 

u 

.90 

1.32 

.92 

.70 

.58 

Cl 

.89 

1.35 

1.02 

.76 

.58 

u 






































200 


CAMBRIA STEEL. 


PROPERTIES OF 
STANDARD ANGLES. 

EQUAL LEGS. 





1 

2 

3 

4 

5 

6 

7 

8 




Weight 


Distance of 


Section 




Area 

Ofinter of 

Moment 

Section 

Dimensions. 

Thickness. 

per 

Foot. 

of 

Section. 

Gravity from 
Back of Leg. 

of Inertia 
Axis 1-i. 

Modulus 
Axis 1-1. 

Number. 





• 




E X di 

t 


A 

X 

I 

S 


Inches. 

Inch. 

Pounds. 

Sq. Ins. 

Inches. 

n 

Inches.* 

Inches. 3 

A21 

3Kx3K 

V 

5.8 

1.69 

.97 

2.01 

.79 

** 

\s 

7.2 

2.09 

.99 

2.45 

.98 

1 c 

« < 

H 

8.5 

2.48 

1.01 

2.87 

1.15 

i i 

< < 

"16 

9.8 

2.87 

1.04 

3.26 

1.32 

(1 

< < 

H 

11.1 

3.25 

1.06 

3.64 

1.49 

< i 

11 

~lS 

12.4 

3.62 

1.08 

3.99 

1.65 

< < 

4 4 


13.6 

3.98 

1.10 

4.33 

1.81 

< < 

44 


14.8 

4.34 

1.12 

4.65 

1.96 

< < 

4 4 

X 

16.0 

4.69 

1.15 

4.96 

211 

< < 

4 4 

H 

17.1 

5.03 

1.17 

5.25 

2.25 

< 4 

4 4 

Vs 

18.3 

5.36 

1.19 

5.53 

2.39 

A23 

4 x 4 

TS 

8.2 

2.40 

1.12 

3.71 

1.29 

< < 

4 4 

Vs 

9.8 

2.86 

1.14 

4.36 

1.52 

< f 

4 4 

rs 

11.3 

3.31 

1.16 

4.97 

1.75 



Yi 

12.8 

3.75 

1.18 

5.56 

1.97 


4 4 

TS 

14.3 

4.18 

1.21 

6.12 

2.19 



Vs 

15.7 

4.61 

1.23 

6.66 

2.40 


4 4 

H 

17.1 

5.03 

1.25 

7.17 

2.61 



% 

18.5 

5.44 

1.27 

7.66 

2.81 


4 4 

ft 

19.9 

5.84 

1.29 

8.14 

3.01 



Vs 

21.2 

6.23 

1.31 

8.59 

3.20 

A27 

CD 

x: 

CO 

Vs 

14.9 

4.36 

1.64 

15.39 

3.53 



is 

17.2 

5.06 

1.66 

17.68 

4.07 



Yi 

19.6 

5.75 

1.68 

19.91 

4.61 



TS 

21.9 

6.43 

1.71 

22.07 

5.14 



Vs 

24.2 

7.11 

1.73 

24.16 

5.66 



» 

26.5 

7.78 

1.75 

26.19 

6.17 



k 

28.7 

8.44 

1.78 

28.15 

6.66 



13. 

16 

31.0 

9.09 

1.80 

30.06 

7.15 



Vs 

33.1 

9.73 

1.82 

31.92 

7.63 



tt 

35.3 

10.37 

1.84 

33.72 

8.11 



1 

37.4 

11.00 

1.86 

35.46 

8.57 

A35 

00 

x: 

00 


26.4 

7.75 

2.19 

48.65 

8.37 




29.6 

8.68 

2.21 

54.09 

9.34 



Vs 

32.7 

9.61 

2.23 

59.43 

10.30 



H 

35.8 

10.53 

2.25 

64.64 

11.25 



% 

38.9 

11.44 

2.28 

69.74 

12.18 



13. 

16 

42.0 

12.34 

2.30 

74.72 

13.11 



Y 

45.0 

13.23 

2.32 

79.58 

14.02 




48.1 

14.12 

2.34 

84.34 

14.91 



1 

51.0 

15.00 

2.37 

88.98 

15.80 

' 


1 A 

54.0 

15.87 

2.39 

93.53 

16.67 




56.9 

16.73 

2.41 

97.97 

17.53 





























































CAMBRIA STEEL. 


201 


PROPERTIES OF 
STANDARD ANGLES. 

EQUAL LEGS. 



9 

10 

11 

12 

13 

1 


7)isb).n(’,« nf 





Radius of 

Center of 

Least Moment of 

Section Modulus 

Least Radius of 


Gyration 
Aiis 1-1. 

Gravity from 
External Apex. 

Inertia 

Axis 2-2. 

Axis 2-2. 

Gyration 
Axis 2-2. 

Section 

Number. 

r 

x" 

I" 

S'' 

r" 


Inches. 

Inches. 

Inches. 4 

Inches.3 

Inch. 


1.09 

1.37 

.80 

.59 

.69 

A21 

1.08 

1.40 

.99 

.71 

.69 

«« 

1.07 

1.43 

' 1.16 

.81 

.68 

4 4 

1.07 

1.46 

1.33 

.91 

.68 

44 

1.06 

1.50 

1.50 

1.00 

.68 

44 

1.05 

1.53 

1.66 

1.09 

.68 

4 4 

1.04 

1.56 

1.82 

1.17 

.68 

44 

1.04 

1.59 

1.97 

1.24 

.67 

44 

1.03 

1.62 

2.13 

1.31 

.67 

4 4 

1.02 

1.65 

2.28 

1.38 

.67 

44 

1.02 

1.68 

2.43 

1.45 

.67 

4 4 

1.24 

1.58 

1.50 

.95 

.79 

A23 

1.23 

1.61 

1.77 

1.10 

.79 

4 4 

1.23 

1.64 

2.02 

1.23 

.78 

4 4 

1.22 

1.67 

2-28 

1.36 

.78 

4 4 

1.21 

1.71 

2.52 

1.48 

.78 

4 4 

1.20 

1.74 

2.76 

1.59 

.77 

4 4 

1.19 

1.77 

3.00 

1.70 

.77 

4 4 

1.19 

1.80 

3.23 

1.80 

.77 


1.18 

1.83 

3.46 

1.89 

.77 

4 4 

1.17 

1.86 

3.69 

1.99 

.77 

44 

1.88 

2.32 

6.19 

2.67 

1.19 

A27 

1.87 

2.34 

7.13 

3.04 

1.19 


1.86 

2.38 

8.04 

3.37 

1.18 


1.85 

2.41 

8.94 

3.70 

1.18 


1.84 

2.45 

9.81 

4.01 

1.17 


1.83 

2.48 

10.67 

4.31 

1.17 


1.83 

2.51 

11.52 

4.59 

1.17 


1.82 

2.54 

12.35 

4.86 

1.17 


1.81 

2.57 

13.17 

5.12 

1.16 


1.80 

2.60 

13.98 

5.37 

1.16 


1.80 

2.64 

14.78 

5.61 

1.16 


2.51 

3.09 

19.56 

6.33 

1.59 

A35 

2-50 

3.12 

21.79 

6.98 

1.58 


2.49 

3.16 

23.97 

7.60 

1.58 


2.48 

3.19 

26.13 

8.20 

1.58 


2.47 

3.22 

28.24 

8.77 

1.57 


2.46 

3.25 

30.33 

9.33 

1.57 


2.45 

3.28 

32.38 

9.86 

1.56 


2.44 

3.32 

34.40 

10.38 

1.56 


2.44 

3.35 

36.40 

10.88 

1.56 


2.43 

3.38 

38.38 

11.36 

1.56 


2.42 

3.41 

40.33 

11.83 

1.55 













































202 CAMBRIA STEEL. 


PROPERTIES OF SPECIAL ANGLES. 
EQUAL LEGS. 



1 

2 

3 

4 

5 

6 

7 

% % 0 

8 




Weight 

per 

Area 

Distance of 

Moment 

Section 

Section 

Dimensions. 

Thickness 

of 

Section. 

Center of 
Gravity from 
Back of Leg. 

of Inertia 

Axis 1-1. 

Modulus 

Axis 1-1. 

Number. 



Foot. 





a x a 

t 


A 

X 

I 

S 


Inches. 

Inch. 

Pounds. 

S n. Ins. 

Ineh. 

Inches. 4 

Inches.3 

A36 


H • 

.59 

.17 

. .23 

.009 

.017 

a 

U 

-16 

.84 

.25 

.25 

.012 

.024 

A3 7 

lxl 

Vs 

.80 

.23 

.30 

.022 

.031 

U 

U 

T6 

1.16 

.34 

.32 

.030 

.044 

a 

u 

H 

1.49 

.44 

.34 

.037 

.056 

A3 8 

lXxlH 

Vs 

1.01 

.30 

.36 

.044 

.049 

« 

u 


1.48 

.43 

.38 

.061 

.071 

a 

u 

H 

1.92 

.56 

.40 

.077 

.091 

A40 

lXxlH 

Vs 

1.44 

.42 

.48 

.13 

.10 

U 

u 


2.12 

.62 

.51 

.18 

.14 

U 

a 

X 

2.77 

.81 

.53 

.23 

.19 

a 

a 

TS 

3.39 

1.00 

.55 

.27 

.23 

u 

u 

Vs 

3.99 

1.17 

.57 

.31 

.26 

A41 

2X*2X 

& 

2.75 

.81 

.63 

.39 

.24 

« 

u 

X 

3.62 

1.06 

.65 

.50 

.32 


a 

5 

16 

4.5 

1.31 

.68 

.61 

.39 

A43 

2%*2K 

X 

4.5 

1.31 

.78 

.95 

.48 

U 

a 

A 

5.6 

1.62 

.80 

1.15 

.59 

u 

u 

Vs 

6.6 

1.92 

.82 

1.33 

.69 

A47 

5x5 

Vs 

12.3 

3.61 

1.39 

8.74 

2.42 

a 

U 

A 

14.3 

4.18 

1.41 

10.02 

2.79 


U 

X 

16.2 

4.75 

1.43 

11.25 

3.16 


u 

A 

18.1 

5.31 

1.46 

12.44 

3.51 


a 

Vs 

20.0 

5.86 

1.48 

13.58 

3.86 


u 

H 

21.8 

6.40 

1.50 

14.68 

4.20 

a 

a 

X 

23.6 

6.94 

1.52 

15.74 

4.52 














































CAMBRIA STEEL. 203 


PROPERTIES OF SPECIAL ANGLES. 
EQUAL LEGS. 



9 

10 

11 

12 

13 

1 

Radius 

of 

Distance of 
Center of 

Least Moment 

Section 

Least Radius 


Gyration 

Gravity from 

of Inertia 

Modulus 

of Gyration 

Section 

Axis 1-1 

External Apex. 

Axis 2-2. 

Axis 2-2. 

Axis 2-2. 

Number. 

r 

x" 

I" 

S" 

t" 

Inch. 

Inch. 

Inches. 4 

Inches. 3 

Inch. 


.22 

.33 

.004 

.011 

.14 

A36 

.22 

.36 

.005 

.014 

.14 

a 

.30 

.42 

.009 

.021 

.19 

A37 

.30 

.45 

.013 

.028 

.19 

U 

.29 

.48 

.016 

.034 

.19 

u 

.38 

.51 

.018 

.035 

.24 

A38 

.38 

.54 

.025 

.047 

.24 

a 

.37 

.57 

.033 

.057 

.24 

a 

.55 

.68 

.051 

.076 

.35 

A40 

.54 

.72 

.073 

.10 

.34 

U 

.53 

.75 

.094 

.13 

.34 

(C 

.52 

.78 

.113 

.15 

.34 

U 

.51 

.81 

.133 

.16 

.34 

U 

.70 

.89 

.16 

.18 

.44 

A41 

.69 

.92 

.21 

.22 

.44 

U 

.68 

.96 

.25 

.26 

.44 

u 

85 

1.10 

.38 

.35 

.54 

A43 

.84 

1.13 

.47 

.41 

.54 

a 

.83 

1.17 

.55 

.47 

.53 

a 

1.56 

1.96 

3.53 

1.79 

.99 

A47 

1.55 

2.00 

4.05 

2.03 

.98 

a 

1.54 

2.03 

4.56 

2.25 

.98 

a 

1.53 

2.06 

5.06 

2.46 

.98 

a 

1.52 

2.09 

5.55 

2.66 

.97 

a 

1.51 

2.12 | 

6.03 

2.84 

.97 

a 

1.50 

2.15 

6.53 

3.04 

.97 












































































































































































































































































































































210 CAMBRIA STEEL. 


MOMENTS OF INERTIA OF RECTANGLES. I 

Neutral Hi Axis 


Depths 2 to 60 inches; widths A to 1 inch, varying by -h inch. 


Depth 

in 

Inches. 

Width of Rectangle in Inches. 


5 

1 6 

3 

8 

7 

1 6 

1 

2 

9 

1 6 

5 

8 

2 

.17 

.21 

.25 

.29 

.33 

.38 

.42 

3 

.56 

.70 

.84 

.98 

1.13 

1.27 

1.41 

4 

1.33 

1.67 

2.00 

2.33 

2.67 

3.00 

3.33 

5 

2.60 

3.26 

3.91 

4.56 

5.*21 

5.86 

6.51 

6 

4.50 

5.63 

6.75 

7.88 

9.00 

10.13 

11.25 

7 

7.15 

8.93 

10.72 

12.51 

14.29 

* 16.08 

17.86 

8 

10.67 

13.33 

16.00 

18.67 

21.33 

24.00 

26.67 

9 

15.19 

18.98 

22.78 

26.58 

30.38 

34.17 

37.97 

10 

20.83 

26.04 

31.25 

36.46 

41.67 

46.87 

52.08 

11 

27.73 

34.66 

41.59 

48.53 

55.46 

62.39 

69.32 

12 

36.00 

45.00 

54.00 

63.00 

72.00 

81.00 

90.00 

13 

45.77 

57.21 

68.66 

80.10 

91.54 

102.98 

114.43 

14 

57.17 

71.46 

85.75 

100.04 

114.33 

128.63 

142.92 

15 

70.31 

87.89 

105.47 

123.05 

140.63 

158.20 

175.78 

16 

85.33 

106.67 

128.00 

149.33 

170.67 

192.00 

213.33 

17 

102.35 

127.94 

153.53 

179.12 

204.71 

230.30 

255.89 

18 

121.50 

151.88 

182.25 

212.63 

243.00 

273.38 

303.75 

19 

142.90 

178.62 

214.34 

250.07 

285.79 

321.52 

357.24 

20 

166.67 

208.33 

250.00 

291.67 

333.33 

375.00 

416.67 

21 

192.94 

241.17 

289.41 

337.64 

385.88 

434.11 

482.34 

22 

221.83 

277.29 

332.75 

388.21 

443.67 

499.13 

554.58 

23 

253.48 

316.85 

380.22 

443.59 

506.96 

570.33 

633.70 

24 

288.00 

360.00 

432.00 

504.00 

576.00 

648.00 

720.00 

25 

325.52 

406.90 

488.28 

569.66 

651.04 

732.42 

813.80 

26 

366.17 

457.71 

549.25 

640.79 

732.33 

823.88 

915.42 

27 

410.06 

512.58 

615.09 

717.61 

820.13 

922.64 

1025.16 

28 

457.33 

571.67 

686.00 

800.33 

914.67 

1029.00 

1143.33 

29 

508.10 

635.13 

762.16 

889.18 

1016.21 

1143.23 

1270.26 

30 

562.50 

703.13 

843.75 

984.38 

1125.00 

1265.63 

1406.25 

32 

682.67 

853.33 

1024.00 

1194.67 

1365.33 

1536.00 

1706.67 

34 

818.83 

1023.54 

1228.25 

1432,96 

1637.67 

1842.38 

2047.08 

36 

972.00 

1215.00 

1458.00 

1701.00 

1944.00 

2187.00 

2430.00 

38 

1143.17 

1428.96 

1714.75 

2000.54 

2286.33 

2572.13 

2857.92 

40 

1333.33 

1666.67 

2000.00 

2333.33 

2666.67 

3000.00 

3333.33 

42 

1543.50 

1929.38 

2315.25 

2701.13 

3087.00 

3472.88 

3858.75 

44 

1774.67 

2218.33 

2662.00 

3105.67 

3549.33 

3993.00 

4436.67 

46 

2027.83 

2534.79 

3041.75 

3548.71 

4055.67 

4562.63 

5069.58 

48 

2304.00 

2880.00 

3456.00 

4032.00 

4608.00 

5184.00 

5760.00 

50 

2604.17 

3255.21 

3906.25 

4557.29 

5208.33 

5859.38 

6510.42 

52 

2929.33 

3661.67 

4394.00 

5126.33 

5858.67 

6591.00 

7323.33 

54 

3280.50 

4100.63 

4920.75 

5740.88 

6561.00 

7381.13 

8201.25 

56 

3658.67 

4573.33 

5488.00 

6402.67 

7317.33 

8232.00 

9146.67 

58 

4064.83 

5081.04 

6097.25 

7113.46 

8129.67 

9145.87 

10162.08 

60 

4500.00 

5625.00 

6750.00 

7875.00 

9000.00 

10125.00 

11250.00 









































CAMBRIA STEEL. 211 


MOMENTS OF INERTIA OF RECTANGLES. I 


Neutral ^ Axis 

Depths 2 to 60 inches; widths to 1 inch, varying by tV inch. 


Width of Rectangle in Inches. 

Depth 

in 

Inches. 

1 1 

1 6 

3 

4 

1 3 

1 6 

7 

8 

1 5 

1 6 

1 

.46 

.50 

.54 

.58 

.63 

.67 

2 

1.55 

1.69 

1.83 

1.97 

2.11 

2.25 

3 

3.67 

4.00 

4.33 

4.67 

5.00 

5.33 

4 

7.16 

7.81 

8.46 

9.11 

9.77 

10.42 

5 

12.38 

13.50 

14.63 

15.75 

16.88 

18.00 

6 

19.65 

21.44 

23.22 

25.01 

26.80 

28.58 

7 

29.33 

32.00 

34.67 

37.33 

40.00 

42.67 

8 

41.77 

45.56 

49.36 

53.16 

56.95 

60.75 

9 

57.29 

62.50 

67.71 

72.92 

78.13 

83.33 

10 

76.26 

83.19 

90.12 

97.05 

103.98 

110.92 

11 

99.00 

108.00 

117.00 

126.00 

135.00 

144.00 

12 

125.87 

137.31 

148.75 

160.20 

171.64 

183.08 

13 

157.21 

171.50 

185.79 

200.08 

214.38 

228.67 

14 

193.36 

210.94 

228.52 

246.09 

263.67 

281.25 

15 

234.67 

256.00 

277.33 

298.67 

320.00 

341.33 

16 

281.47 

307.06 

332.65 

358.24 

383.83 

409.42 

17 

334.13 

364.50 

394.88 

425.25 

455.63 

486.00 

18 

392.96 

428.69 

464.41 

500.14 

535.86 

571.58 

19 

458.33 

500.00 

541.67 

583.33 

625.00 

666.67 

20 

530.58 

578.81 

627.05 

675.28 

723.52 

771.75 

21 

610.04 

665.50 

720.96 

776.42 

831.87 

887.33 

22 

697.07 

760.44 

823.81 

887.18 

950.55 

1013.92 

23 

792.00 

864.00 

936.00 

1008.00 

1080.00 

1152.00 

24 

895.18 

976.56 

1057.94 

1139.32 

1220.70 

1302.08 

25 

1006.96 

1098.50 

1190.04 

1281.58 

1373.13 

1464.67 

26 

1127.67 

1230.19 

1332.70 

1435.22 

1537.73 

1640.25 

27 

1257.67 

1372.00 

1486.33 

1600.67 

1715.00 

1829.33 

28 

1397.29 

1524.31 

1651.34 

1778.36 

1905.39 

2032.42 

29 

1546.88 

1687.50 

1828.13 

1968.75 

2109.38 

2250.00 

30 

1877.33 

2048.00 

2218.67 

2389.33 

2560.00 

2730.67 

32 

2251.79 

2456.50 

2661.21 

2865.92 

3070.63 

3275.33 

34 

2673.00 

2916.00 

3159.00 

3402.00 

3645.00 

3888.00 

36 

3143.71 

3429.50 

3715.29 

4001.08 

4286.88 

4572.67 

38 

3666.67 

4000.00 

4333.33 

4666.67 

5000.00 

5333.33 

40 

4244.63 

4630.50 

5016.38 

5402.25 

5788.13 

6174.00 

42 

\ 4880.33 

5324.00 

5767.67 

6211.33 

6655.00 

7098.67 

44 

5576.54 

6083.50 

6590.46 

7097.42 

7604.38 

8111.33 

46 

6336.00 

6912.00 

7488.00 

8064.00 

8640.00 

9216.00 

48 

7161.46 

7812.50 

8463.54 

9114.58 

9765.63 

10416.67 

50 

8055.67 

8788.00 

9520.33 

10252.67 

10985.00 

11717.33 

52 

9021.38 

9841.50 

10661.63 

11481.75 

12301.88 

13122.00 

54 

10061.33 

10976.00 

11890.67 

12805.33 

13720.00 

14634.67 

56 

11178.29 

12194.50 

13210.71 

14226.92 

15243.12 

16259.33 

58 

12375.00 

13500.00 

14625.00 

15750.00 

16875.00 

18000.00 

60 

























212 


CAMBRIA STEEL. 


MOMENTS OF INERTIA OF RECTANGLES. II 


NEUTRAL 


AXIS 





ONE INCH WIDE. 

Value for any width may be obtained from 
tabular value by direct multiplication. 


Depth 

in 

Inches. 

Additional Depth in Fractions of an Inch. 

0 

1 

IT 

1 

T 

3 

Tf 

1 

T 

5 

TIT 

8 

7 

IT 

0 


.00002 

.00016 

.00055 

.00130 

.00254 

.00439 

.00698 

1 

.08333 

.09995 

.11865 

.13955 

.16276 

.18842 

.21663 

.24754 

2 

.66667 

.73114 

.79964 

.87229 

.94922 

1.0305 

1.1164 

1.2068 

3 

2.2500 

2.3936 

2.5431 

2.6988 

2.8607 

3.0289 

3.2036 

3.3849 

4 

5.3333 

5.5873 

5.8491 

6.1190 

6.3971 

6.6002 

6.9783 

7.2817 

5 

10.417 

10.812 

11.218 

11.633 

12.059 

12.494 

12.941 

13.397 

6 

18.000 

18.568 

19.149 

19.741 

20.345 

20.9&1 

21.590 

22.232 

7 

28.583 

29.356 

30.142 

30.942 

31.757 

32.585 

33.428 

34.285 

8 

42.667 

43.674 

44.698 

45.737 

46.793 

47.864 

48.952 

50.056 

9 

60.750 

62.024 

63.317 

64.626 

65.954 

67.300 

68.665 

70.047 

10 

83.333 

84.906 

86.498 

88.109 

89.741 

91.392 

93.064 

94.756 

11 

110.92 

112.82 

114.74 

116.69 

118.65 

120.64 

122.65 

124.68 

12 

144.00 

146.26 

148.55 

150.86 

153.19 

155.55 

157.93 

160.33 

13 

183.08 

185.74 

188.42 

191.12 

193.85 

196.61 

199.39 

202.20 

14 

228.67 

231.74 

234.85 

237.98 

241.14 

244.32 

247.54 

250.78 

15 

281.25 

284.78 

288.34 

291.93 

295.55 

299.20 

302.87 

306.58 

16 

341.33 

345.35 

349.40 

353.47 

357.58 

361.73 

365.90 

370.11 

17 

409.42 

413.95 

418.52 

423.11 

427.75 

432.41 

437.11 

441.85 

18 

486.00 

491.41 

496.20 

501.35 

506.53 

511.75 

517.01 

522.31 

19 

571.58 

577.24 

582.94 

588.67 

594.44 

600.25 

606.10 

611.98 

20 

666.67* 

672.94 

679.24 

685.59 

691.84 

698.41 

704.87 

711.38 

21 

771.75 

778.66 

785.61 

792.61 

799.65 

806.72 

813.84 

821.00 

22 

887.33 

894.92 

902.54 

910.21 

917.93 

925.68 

933.49 

941.33 

23 

1013.9 

1022.2 

1030.5 

1038.9 

1047.3 

1055.8 

1064.3 

1072.9 

24 

1152.0 

1161.0 

1170.1 

1178.4 

1188.4 

1197.6 

1206.8 

1216.2 

25 

1302.1 

1311.9 

1321.7 

1331.6 

1341.5 

1351.5 

1361.6 

1371.6 

26 

1464.7 

1475.3 

1485.9 

1496.6 

1507.3 

1518.1 

1529.0 

1539.9 

27 

1640.2 

1651.7 

1663.1 

1674.7 

1686.2 

1697.9 

1709.5 

1721.3 

28 

1829.3 

1841.6 

1853.9 

1866.3 

1878.8 

1891.3 

1903.8 

1916.4 

29 

2032.4 

2045.6 

2058.8 

2072.1 

2085.4 

2098.8 

2112.3 

2125.8 

30 

2250.0 

2264.1 

2278.2 

2292.4 

2306.7 

2321.0 

2335.4 

2349.9 

31 

2482.6 

2497.6 

2512.7 

2527.9 

2543.1 

2558.4 

2573.8 

2589.2 

32 

2730.7 

2746.7 

2762.8 

2778.9 

2795.2 

2811.4 

2827.8 

2844.2 

33 

2994.7 

3011.8 

3028.9 

3046.1 

3063.3 

3080.4 

3098.0 

3115.4 

34 

3275.3 

3293.4 

3311.6 

3329.8 

3348.1 

3366.5 

3384.9 

3403.4 

35 

3572.9 

3592.0 

3611.3 

3630.6 

3650.0 

3669.5 

3689.0 

3708.6 

36 

3888.0 

3908.3 

3928.6 

3949.1 

3969.6 

3990.1 

4010.8 

4031.5 

37 

4221.1 

4242.5 

4264.0 

4285.6 

4307.3 

4328.9 

4350.7 

43 72.'6 

38 

4572.7 

4595.3 

4617.9 

4640.7 

4663.5 

4686.4 

4719.4 

4732.4 

39 

4943.3 

4967.0 

4990.9 

5014.9 

5038.9 

5063.0 

5087.2 

5111.5 

40 

5333.3 

5358.4 

5383.5 

5408.7 

5433.9 

5459.3 

5484.7 

5510.2 

41 

5743.4 

5769.7 

5796.1 

5822.6 

5849.1 

5875.7 

5902.5 

5929.2 

42 

6174.0 

6201.6 

6229.3 

6257.1 

6284.9 

6312.8 

6340.9 

6368.9 

43 

6625.6 

6654.5 

6683.5 

6703.5 

6741.8 

6771.1 

6800.4 

6829.9 

44 

7098.7 

7129.0 

7159.3 

7189.0 

7220.3 

7251.0 

7281.7 

7312.5 

45 

7593.8 

7625.4 

7657.2 

7689.1 

7721.0 

7753.0 

7785.2 

7817.4 

46 

8111.3 

8144.7 

8177.6 

8210.9 

8244.3 

8277.8 

8311.3 

8345.0 

47 

8651.9 

8686.5 

8721.1 

8755.9 

8790.7 

8825.6 

8860.7 

8895.8 

48 

9216.0 

9252.0 

9288.2 

9324.4 

9360.7 

9397.2 

9433.7 

9470.3 

49 

9804.1 

9841.6 

9879.3 

9833.7 

9954.9 

9992.9 

10031 

10071 

50 

10417 

10456 

10495 

10534 

10574 

10613 

10653 

10692 


> 
































CAMBRIA STEEL. 


213 


MOMENTS OF INERTIA OF RECTANGLES. II 


NEUTRAL 


AXIS 





ONE INCH WIDE. 

Value for any width may be obtained from 
tabular value by direct multiplication. 


Additional Depth in Fractions of an Inch. 


1 

IT 

9 

TIT 

5 

1 1 

1 6 

3 

T 

1 3 

1 6 

7 

¥ 

1 5 
TT 

in 

Inches. 

.01041 

.01483 

.02034 

.02708 

.03516 

.04469 

.05583 

.06866 

0 

.28125 

.31789 

.35758 

.40045 

.44661 

.49620 

.54932 

.60610 

1 

1.3021 

1.4022 

1.5073 

1.6176 

1.7331 

1.8539 

1.9803 

2.1123 

2 

3.5729 

3.7678 

3.9696 

4.1784 

4.3945 

4.6179 

4.8488 

5.0872 

3 

7.5937 

.7.9146 

8.2443 

8.5831 

8.9310 

9.2882 

9.6548 

10.031 

4 

13.865 

14.343 

14.832 

15.331 

15.843 

16.365 

16.898 

17.443 

5 

22.885 

23.552 

24.231 

24.924 

25.629 

26.347 

27.079 

27.825 

6 

35.156 

36.043 

36.944 

37.859 

38.790 

39.736 

40.698 

41.674 

7 

51.177 

52.314 

53.468 

54.639 

55.827 

57.032 

58.254 

59.493 

8 

71.448 

72.867 

74.305 

75.762 

77.238 

78.733 

80.247 

81.780 

9 

96.469 

98.202 

99.955 

101.73 

103.52 

105.34 

107.18 

109.04 

10 

126.74 

128.82 

130.92 

133.04 

135.19 

137.35 

139.55 

141.76 

11 

162.76 

165.21 

167.69 

170.19 

172.72 

175.28 

177.85 

180.46 

12 

205.03 

207.89 

210.78 

213.69 

216.63 

219.60 

222.60 

225.62 

13 

254.05 

257.35 

260.68 

264.04 

267.42 

270.83 

274.28 

277.75 

14 

310.32 

314.09 

317.89 

321.72 

325.58 

329.47 

333.40 

337.35 

15 

374.34 

378.61 

382.92 

387.25 

391.62 

396.02 

400.45 

404.92 

16 

446.61 

451.42 

456.25 

461.12 

466.03 

470.97 

475.94 

480.95 

17 

527.63 

533.00 

538.40 

543.84 

549.32 

554.83 

560.38 

565.96 

18 

617.91 

623.87 

629.87 

635.90 

641.98 

648.09 

654.24 

660.44 

19 

717.93 

724.51 

731.14 

737.81 

744.51 

751.26 

758.05 

764.88 

20 

828.20 

835.44 

842.73 

850.05 

857.43 

864.84 

872.29 

879.79 

21 

949.22 

957.15 

965.13 

973.15 

981.21 

989.32 

997.47 

1005.7 

22 

1081.5 

1090.1 

1098.8 

1107.6 

1116.4 

1225.2 

1134.1 

1143.0 

23 

1225.5 

1234.9 

1244.4 

1253.9 

1263.4 

1273.0 

1282.6 

1292.3 

24 

1381.8 

1392.0 

1402.2 

1412.5 

1422.8 

1433.2 

1443.6 

1454.1 

25 

1550.8 

1561.8 

1572.8 

1584.0 

1595.1 

1606.3 

1617.6 

1628.9 

26 

1733.1 

1744.9 

1756.8 . 

1768.8 

1780.8 

1792.8 

1804.9 

1817.1 

27 

1929.1 

1941.8 

1954.6 

1967.4 

1980.3 

1993.2 

2006.2 

2019.3 

28 

2139.4 

2153.0 

2166.7 

2180.4 

2194.2 

2208.1 

2222.0 

2236.0 

29 

2364.4 

2378.9 

2393.6 

2408.3 

2423.0 

2437.8 

2452.7 

2467.6 

30 

2604.7 

2620.2 

2635.8 

2651.4 

2667.2 

2682.9 

2698.8 

2714.7 

31 

2860.7 

2877.2 

2893.8 

2910.5 

2927.2 

2944.0 

2960.8 

2977.8 

32 

3132.9 

3150.5 

3168.1 

3185.8 

3203.6 

3221.4 

3239.3 

3257.3 

33 

3422.0 

3440.6 

3459.3 

3478.1 

3496.9 

3515.8 

3534.8 

3553.8 

34 

3728.2 

3748.0 

3767.8 

3787.6 

3807.6 

3827.6 

3847.6 

3867.8 

35 

4052.3 

4073.1 

4094.0 

4115.0 

4136.1 

4157.2 

4178.4 

4199.7 

36 

4394.5 

4416.5 

4438.6 

4460.8 

4483.0 

4505.3 

4527.7 

4550.1 

37 

4755.5 

4778.7 

4802.0 

4825.4 

4848.8 

4872.3 

4895.9 

4919.5 

38 

5135.8 

5160.2 

5184.7 

5209.3 

5239.6 

5285.3 

5283.5 

5308.4 

39 

5535.8 

5561.5 

5587.3 

5613.1 

5639.0 

5665.0 

5691.0 

5717.2 

40 

5956.1 

5983.1 

6010.1 

6037.0 

6064.4 

6091.7 

6119.0 

6146.5 

41 

6397.1 

6425.4 

6453.7 

6482.2 

6510.7 

6539.3 

6568.0 

6596.7 

42 

6867.7 

6889.0 

6918.7 

6948.5 

6978.3 

7008.3 

7038.3 

7068.5 

43 

7343.4 

7374.4 

7405.5 

7436.6 

7467.9 

7499.2 

7530.6 

7562.1 

44 

7849.7 

7882.1 

7914.6 

7947.1 

7979.8 

8012.5 

8045.4 

8078.3 

45 

8378.7 

8412.5 

8466.5 

8480.5 

8514.6 

8548.8 

8583.1 

8617.4 

46 

8931.0 

8966.3 

9001.7 

9037.2 

9072.7 

9108.4 

9144.2 

9180.0 

47 

9507.0 

9544.1 

9580.7 

9617.7 

9654.8 

9692.0 

9729.2 

9766.6 

48 

10107 

10146 

10184 

10223 

10261 

10300 

10339 

10378 

49 

10732 

10772 

10812 

10852 

10892 

10933 

10973 

11014 

50 






























214 CAMBRIA STEEL. 


PROPERTIES AND PRINCIPAL DIMENSIONS 
OF STANDARD T-RAILS. 



Stand- 


Weight 






Neutral Aiis 1-1. 

ard. 


Area. 








Section 

J )er , 

b 

d 

k 

t 


Moment 

Section 

(See 

Foot 

Number. 

Yard. 






X 

of 

Inertia. 

Modulus. 

Note.) 


Pounds. 

Sq. Ins. 

Inches. 

Inches. 

Inches. 

Inch. 

Inches. 

I 

S 


580 

12 

1.17 

1.56 

1.98 

2.40 

3.02 

3.42 

3.94 

2 

2 

1 

3 

.96 

1.14 

1.25 

1.33 

1.52 

1.54 

1.69 

.67 

.64 


579 

16 

2% 

2Vs 

2 H 

3 y s 

3A 

2Vs 

2% 

2% 

3Y% 

3A 

m 

1H 
i x 
in 

IX 

1 Vs 

57 

1 9 

1.23 

.99 

1.41 


578 

20 

1.93 


577 

25 

2.50 

1.76 


576 

30 

il 

4.10 

2.55 


575 

35 

«4 

25 

64 

5.14 

2.90 

C 

545 

40 

3H 

3 A 

6.52 

3.60 

C 

549 

45 

4.40 

QIL 

D i 6 

3 ft 

2 

24 

1.76 

8.09 

4.19 

c 

542 

50 

4.87 

3% 

3H 

2H 

A 

1.86 

9.82 

4.86 

c 

537 

55 

5.38 

4 I 1 e 

4 eg 

2V 

ft 

1.98 

12.03 

5.78 

A 

568 

60 

5.86 

4 

4V 2 

2X 

15 

32 

2.13 

15.41 

6.50 

C 

533 

60 

5.93 

4K 

4'A 

2% 

24 

2.06 

14.56 

6.65 

B 

571 

60 

5.87 

3H 

A 3 
•*16 

2*8 

ii 

1.95 

13.30 

5.94 

C 

534 

65 

6.33 

4 rV 

4r§- 

2M 


2.15 

16.72 

7.30 

A 

567 

70 

6.82 

4 V 

4 H 

2Y% 


2.20 

21.05 

8.26 

C 

532 

70 

6.81 

4h 

4V S 

2 

24 

2.22 

20.06 

8.32 

B 

570 

70 

6.89 

4 RJ 

424 

2?^ 

3 J 

2.16 

18.60 

7.78 

C 

529 

75 

7.33 

4tf 

4\e 

2H 

ft 

2.29 

23.11 

9.17 

A 

566 

80 

7.86 

4% 

5M 

2H 

21 

2.31 

28.80 

10.21 

C 

530 

80 

7.86 

5 

5 

2M 

24 

2.41 

26.35 

10.17 

B 

569 

80 

7.91 

4A 

4H 

2 rg 

24 

2.27 

25.10 

9.40 

C 

531 

85 

8.33 

5 A 

5re 

2h 

66 

2.47 

30.34 

11.15 

A 

563 

90 

8.82 

5 % 

& 5 A 

2 h 

9 

2.54 

38.70 

12.52 

C 

535 

90 

8.83 

5% 

5% 

2% 

9 

rs - 

2.57 

34.43 

12.25 

B 

561 

90 

8.87 

A 4 9 
^*64 

R17 

Og? 

2 rs 

16 

2.45 

32.30 

11.45 

C 

550 

95 

9.28 

5& 

5& 

2t6 

9 

T6 

2.67 

38.58 

13.35 

A 

565 

100 

9.84 

5H 

6 

2M 

Ilf 

2.75 

48.94 

15.07 

C 

536 

100 

9.84 

bV 

5 X 

2M 

1% 

2.73 

43.42 

14.38 

B 

564 

100 

9.85 


5 §* 

2ft 

A 

2.63 

41.30 

13.72 

M 

572 

110 

10.75 

b'A 

6 

2H 

57 

2.80 

56.00 

17.50 

M 

573 

120 

11.76 

&H 

6 X 

2 V s 

** 

2.89 

60.04 

17.87 

M 

574 

130 

12.76 

6 

6 Vi 

0 15 
«w F6 


3.00 

71.02 

20.29 


539 

150 

14.71 

6 

6 

4J4 

1 

3.00 

69.30 

23.10 






For detail dimensions of Section No. 539, see page 26. 

A; B:—Type A; Type B; American Railway Association Standard. 
C:—American Society of Civil Engineers Standard. 

M:—Manufacturers Standard. 



























































CAMBRIA STEEL. 215 


RADII OF GYRATION FOR TWO ANGLES 
PLACED BACK TO BACK. 

ANGLES WITH EQUAL LEGS. 



Radii of gyration correspond to directions indicated by arrowheads. 


Section 

Dimensions. 

Thickness. 

Area of 
Two 

Radii of Gyration. 

Number. 

, 



Angles. 







Inches. 

Inch. 

Sq.. Ins. 

r 0 

*i 

r 2 

r 3 

r* 

rs 

All 

IK* 

IX 

3 

16 

1.06 

0.64 

0.64 

0.73 

0.78 

0.83 

0.94 

U 

a 

5 

1 6 

1.68 

0.44 

0.66 

0.76 

0.81 

0.86 

0.97 

a 

a 



1.97 

0.44 

0.67 

0.77 

0.82 

0.88 

0.99 

* A40 

lMx 

m 

X 

.84 

0.55 

0.73 

0.82 

0.86 

0.91 

1.02 

U 

u 

3 

16 

1.24 

0.54 

0.74 

0.83 

0.88 

0.93 

1.03 

U 

u 


X 

2.34 

0.51 

0.76 

0.86 

0.91 

0.97 

1.07 

A15 

2 x 

2 

*Vs 

.97 

0.63 

0.84 

0.92 

0.97 

1.02 

1.12 

U 

a 


3 

1 6 

1.44 

0.62 

0.84 

0.93 

0.98 

1.03 

1.13 

a 

a 


A 

2.30 

0.60 

0.86 

0.95 

1.00 

1.05 

1.16 

a 

u 


7 

16 

3.12 

0.59 

0.88 

0.98 

1.03 

1.08 

1.19 

* A41 

2 Mx 

2H 

3 

1 6 

1.62 

0.70 

0.94 

1.03 

1.08 

1.12 

1.22 

U 

U 

5 

16 

2.62 

0.68 

0.96 

1.05 

1.10 

1.15 

1.25 

A17 

2Kx 

23 4 

*Vs 

1.22 

0.79 

1.04 

1.12 

1.17 

1.21 

1.31 

U 


X 

2.38 

0.77 

1.05 

1.14 

1.19 

1.24 

1.34 

a 



Vs 

3.46 

0.75 

1.07 

1.16 

1.21 

1.26 

1.36 

u 



X 

4.50 

0.74 

1.09 

1.19 

1.24 

1.29 

1.39 

* A43 

2Mx 

2M 

X 

2.62 

0.85 

1.15 

1.24 

1.29 

1.34 

1.43 

U 

a 

5 

3.24 

0.84 

1.16 

1.25 

1.30 

1.35 

1.45 

U 

u 


X 

3.84 

0.83 

1.17 

1.26 

1.31 

1.35 

1.45 

A19 

3 x 

3 

X 

2.88 

0.93 

1.26 

1.34 

1.39 

1.43 

1.53 

U 

a 


7 

4.86 

0.91 

1.28 

1.37 

1.42 

1.47 

1.57 

a 

u 


9 

16 

6.12 

0.89 

1.30 

1.39 

1.44 

1.49 

1.59 

A21 

3^x 

33^ 

X 

3.38 

1.09 

1.46 

1.54 

1.59 

1.64 

1.73 

U 

a 

Vs 

7.96 

1.04 

1.52 

1.61 

1.66 

1.71 

1.81 

U 

u 


13 

16 

10.06 

1.02 

1.55 

1.65 

1.70 

1.75 

1.85 

A23 

4 x 

4 

A 

4.80 

1.24 

1.67 

1.76 

1.80 

1.85 

1.94 

a 

U 


9 

8.36 

1.21 

1.71 

1.80 

1.85 

1.89 

1.99 

u 

a 


1 3 

16 

11.68 

1.18 

1.75 

1.85 

1.89 

1.94 

2.04 

* A47 

5 x 

5 

Vs 

7.22 

1.56 

2.09 

2.17 

2.22 

2.26 

2.35 

U 

U 


% 

9.50 

1.54 

2.10 

2.19 

2.24 

2.28 

2.38 

a 

U 


X 

13.88 

1.50 

2.14 

2.25 

2.27 

2.32 

2.42 

A27 

6 x 

6 

7 

10.12 

1.87 

2.50 

2.58 

2.63 

2.67 

2.76 

U 

11 

^8 

14.22 

1.84 

2.53 

2.62 

2.66 

2.71 

2.80 

u 

a 


% 

19.46 

1.81 

2.57 

2.66 

2.70 

2.75 

2.85 

A35 

8 x 

8 

l A 

15.50 

2.51 

3.32 

3.41 

3.45 

3.49 

3.58 

U 

U 

Vs 

19.22 

2.49 

3.34 

3.43 

3.47 

3.51 

3.60 

U 

u 


% 

22.88 

2.47 

3.36 

3.44 

3.49 

3.53 

3.62 

U 

u 


Vs 

26.46 

2.45 

3.38 

3.46 

3.51 

3.55 

3.64 

U 

a 


1 

30.00 

2.44 

3.40 

3.48 

3.53 

3.57 

3.67 

u 

u 


IK 

33.46 

2.42 

3.42 

3.51 

3.55 

3.60 

3.69 


Angles marked * are special sections. 



































216 


CAMBRIA STEEL. 


RADII OF GYRATION FOR TWO ANGLES 
PLACED BACK TO BACK. 

ANGLES WITH UNEQUAL LEGS. 



Radii of gyration correspond to directions indicated by arrowheads. 


Section 

Number. 

Dimensions. 

Thickness 

Area of 
Two 
Angles. 

To 

Radii of 

Gyratioi 

r 3 

L 

r 4 

r 6 

Inches. 

Inch. 

Sq. Ins. 

*1 

1 1— 

A 91 

23^x2 

is 

1.62 

0.79 

0.79 

0.88 

0.92 

0.97 

1.07 

ii 


it 

% 

3.10 

0.77 

0.82 

0.91 

0.96 

1.01 

1.12 

it 


it 

y * 

4.00 

0.75 

0.84 

0.94 

0.99 

1.04 

1.15 

* A 129 

3 

x 2 

is 

1.80 

0.97 

0.75 

0.83 

0.88 

0.93 

1.03 

a 


it 

is 

2.94 

0.95 

0.76 

0.85 

0.90 

0.95 

1.05 

it 


it 

is 

4.00 

0.93 

0.79 

0.88 

0.93 

0.98 

1.09 

A 93 

3 

x2 3^ 

H 

2.62 

0.95 

1.00 

1.09 

1.13 

1.18 

1.28 

ii 


it 

% 

3.84 

0.93 

1.02 

1.11 

1.16 

1.21 

1.31 

a 


it 

is 

5.56 

0.91 

1.05 

1.15 

1.20 

1.25 

1.35 

A 95 

3 H 

*214 

H 

2.88 

1.12 

0.96 

1.04 

1.09 

1.13 

1.23 

it 


it 

Yt 

5.50 

1.09 

1.00 

1.09 

1.14 

1.19 

1.29 

ii 


it 

is 

6.12 

1.08 

1.01 

1.10 

1.15 

1.20 

1.31 

A 97 

3Hx3 

Ya. 

3.12 

1.11 

1.20 

1.29 

1.34 

1.38 

1.48 

it 


a 

is 

6.68 

1.07 

1.25 

1.34 

1.39 

1.44 

1.54 

it 


a 

k 

9.24 

1.04 

1.30 

1.40 

1.45 

1.50 

1.60 

A 99 

4 

x 3 

is 

4.18 

1.27 

1.17 

1.25 

1.30 

1.34 

1.44 

t i 


it 


7.24 

1.24 

1.21 

1.30 

1.34 

1.39 

1.49 

tt 


ii 

ii 

10.06 

1.21 

1.25 

1.35 

1.40 

1.45 

1.55 

* A 131 

4 

x3H 

is 

4.50 

1.26 

1.42 

1.50 

1.55 

1.59 

1.69 

it 


ii 

V2 

7.00 

1.23 

1.44 

1.53 

1.58 

1.63 

1.72 

it 


it 

Ys 

8.60 

1.22 

1.46 

1.55 

1.60 

1.65 

1.75 

A 101 

5 

x 3 

is 

4.80 

1.61 

1.09 

1.17 

1.22 

1.26 

1.36 

it 


ti 


8.36 

1.58 

1.13 

1.22 

1.26 

1.31 

1.41 

it 


ft 

16 

11.68 

1.55 

1.17 

1.27 

1.32 

1.37 

1.47 

A 103 

5 

*3Y 


6.10 

1.60 

1.34 

1.42 

1.46 

1.51 

1.60 

it 


it 

H 

9.84 

1.56 

1.37 

1.46 

1.51 

1.56 

1.66 

it 


ii 

14 

13.34 

1.53 

1.42 

1.51 

1.56 

1.61 

1.71 

* A 135 

5 

x 4 

H 

6.46 

1.59 

1.58 

1.66 

1.71 

1.75 

1.85 

11 


it 

Y2 

8.50 

1.57 

1.60 

1.68 

1.73 

1.78 

1.87 

it 


ii 

Ys 

10.46 

1.55 

1.62 

1.71 

1.75 

1.80 

1.90 

A 105 

6 

x 3 ^ 

% 

6.84 

1.94 

1.26 

1.34 

1.39 

1.43 

1.53 



it 

Ys 

11.10 

1.90 

1.30 

1.39 

1.43 

1.48 

1.58 



ii 

14 

15.10 

1.87 

1.34 

1.44 

1.49 

1.53 

1.64 

A 107 

6 

x 4 

% 

7.22 

1.93 

1.50 

1.58 

1.62 

1.67 

1.76 



ti 

% 

11.72 

1.90 

1.53 

1.62 

1.67 

1.71 

1.81 



it 

14 

15.96 

1 1.86 

1.58 

1.67 

1.71 

1.76 

1.86 

* A 109 

7 

X 3 5 * 

A 

8.80 

2.26 

1.16 

1.29 

1.33 

1.38 

1.47 




14 

10.00 

2.25 

1.22 

1.30 

1.35 

1.39 

1.48 



ii 

% 

12.34 

2.24 

1.24 

1.32 

1.37 

1.42 

1.51 



it 

ii 

15.74 

2.21 

1.27 

1.36 

1.41 

1.46 

1.56 




l 

19.00 

2.19 

1.31 

1.40 

1.45 

1.50 

1.60 


Angles marked * are special sections. 















































CAMBRIA STEEL. 217 


RADII OF GYRATION FOR TWO ANGLES 
PLACED BACK TO BACK. 

ANGLES WITH UNEQUAL LEGS. 



Radii of gyration correspond to directions indicated by arrowheads. 


Section 

Dimensions. 

Thickness. 

Area of 
Two 


Radii of 

Gyration. 


Number. 




Angles. 

To 



r 3 


r 5 


Inches. 

Inch. 

Sq. Ins. 

M 

*2 

r 4 

A 91 

2 ^ x 2 

& 

1.62 

0.60 

1.10 

1.19 

1.24 

1.29 

1.39 

tt 


it 

Vs 

3.10 

0.58 

1.13 

1.23 

1.28 

1.33 

1.43 

tt 


it 

X A 

4.00 

0.56 

1.15 

1.25 

1.30 

1.35 

1.46 

* A 129 

3 

x 2 


1.80 

0.58 

1.37 

1.46 

1.51 

1.56 

1.66 

it 


it 

5 

16 

2.94 

0.57 

1.39 

1.48 

1.53 

1.58 

1.68 

it 


it 

vs 

4.00 

0.55 

1.41 

1.51 

1.56 

1.61 

1.71 

A 93 

3 

x 2 K 

X 

2.62 

0.75 

1.31 

1.40 

1.45 

1.50 

1.60 

it 


<< 

H 

3.84 

0.74 

1.33 

1.42 

1.47 

1.52 

1.63 

it 


it 

S 

5.56 

0.72 

1.37 

1.46 

1.51 

1.56 

1.66 

A 95 

3 ^ x 2 ^ 


2.88 

0.74 

1.58 

1.67 

1.72 

1.76 

1.86 

it 


it 


5.50 

0.70 

1.62 

1.72 

1.77 

1.81 

1.92 

it 


it 

vs 

6.12 

0.70 

1.64 

1.73 

1.78 

1.83 

1.93 

A 97 

314 x 3 

X 

3.12 

0.91 

1.52 

1.61 

1.66 

1.70 

1.80 

it 


tt 

& 

6.68 

0.87 

1.57 

1.66 

1.71 

1.76 

1.86 

it 


it 

13 

16 

9.24 

0.85 

1.61 

1.71 

1.76 

1.81 

1.91 

A 99 

4 

x 3 

5 

4.18 

0.89 

1.79 

1.88 

1.93 

1.97 

2.07 

it 


tt 

9 

7.24 

0.86 

1.83 

1.93 

1.97 

2.02 

2.12 

it 


it 

13 

16 

10.06 

0.83 

1.88 

1.97 

2.02 

2-08 

2.18 

* A 131 

4 

x3V 

5 

4.50 

1.07 

1.73 

1.81 

1.86 

1.91 

2.00 

it 


tt 

Vt 

7.00 

1.04 

1.76 

1.85 

1.89 

1.94 

2.04 

it 


it 

Vs 

8.60 

1.02 

1.78 

1.87 

1.92 

1.97 

2.07 

A 101 

5 

x 3 

TE 

4.80 

0.85 

2.33 

2.42 

2.47 

2.52 

2.61 

a 


tt 

9 

8.36 

0.82 

2.37 

2.47 

2.52 

2.57 

2.67 

tt 


it 

13. 

16 

11.68 

0.80 

2.42 

2.52 

2.57 

2.62 

2.72 

A 103 

5 

x 3 H 

• ^ 

6.10 

1.02 

2.27 

2.36 

2.41 

2.45 

2.55 

it 


it 


9.84 

0.99 

2.31 

2.40 

2.45 

2.50 

2 60 

it 


it 

Vs 

13.34 

0.96 

2.36 

2.45 

2.50 

2.55 

2.65 

* A 135 

5 

x 4 

H 

6.46 

1.20 

2.20 

2.29 

2.34 

2.38 

2.48 

it 


it 

y 2 

8.50 

1.18 

2.22 

2.31 

2.36 

2.41 

2.50 

it 


tt 

Vs 

10.46 

1.17 

2.24 

2.33 

2.38 

2.43 

2.53 

A 105 

6 

x 3 

H 

6.84 

0.99 

2.81 

2.90 

2.95 

3.00 

3.09 

it 

it 

Vs 

11.10 

0.96 

2.86 

2.95 

3.00 

3.05 

3.15 

tt 


it 

Vs 

15.10 

0.93 

2.90 

3.00 

3.05 

3.10 

3.20 

A 107 

6 

x 4 

H 

7.22 

1.17 

2.74 

2.83 

2.87 

2.92 

3.02 

it 

it 

Vs 

11.72 

1.13 

2.78 

2.87 

2.92 

2-97 

3.06 

a 


it 

Vs 

15.96 

1.11 

2.82 

2.92 

2.97 

3.02 

3.12 

♦ A 109 

7 

x 3 M 

\Z 

8.80 

0.95 

3.37 

3.47 

3.52 

3.56 

3.66 

it 


it 

V 

10.00 

0.94 

3.39 

3.48 

3.53 

3-58 

3.67 

a 


it 

Vs 

12.34 

0.93 

3.40 

3.50 

3.55 

3.60 

3.70 

a 


it 

if 

15.74 

0.91 

3.45 

3.54 

3.59 

3.64 

3.74 

it 


it 

1 

19.00 

0.89 

3.48 

3.58 

3.63 

3.68 

3.78 


Angles marked * are special sections. 












































218 CAMBRIA STEEL. 


STRENGTH OF STEEL COLUMNS OR STRUTS. 

For various values of — in which L = length in feet and r = 

r 

radius of gyration in inches. 

P = ultimate strength in lbs. per square inch. 

FOR SOFT STEEL. 

Square bearing Pin and square bearing Pin bearing 
45 000 45 000 45 000 

1 , (12 L)* (12 L) 2 (12 L) 2 

1 ^ 36 000 r 2 24 000 r 2 18 000 r 2 

To obtain safe unit stress: 

For quiescent loads, as in buildings, divide by 4. 

For moving loads, as in bridges, divide by 5. 


L 

r 

Ultimate Strength in lbs. 
per Square Inch. 

L 

r 

Ultimate Strength in lbs. 
per Square Inch. 

Square. 

Fin and 
Square. 

Pin. 

Square. 

Pin and 
Square. 

Pin. 

3.0 

43437 

42694 

41978 

7.6 

36554 

33419 

30779 

3.2 

43230 

42395 

41593 

7.8 

36193 

32966 

30268 

3.4 

43011 

42081 

41190 





3.6 

42782 

41754 

40773 

8.0 

35828 

32514 

29762 

3.8 

42543 

41412 

40340 

8.2 

35462 

32064 

29260 





8.4 

35095 

31615 

28763 

4.0 

42294 

41058 

39893 

8.6 

34727 

31169 

28272 

4.2 

42035 

40693 

39435 

8.8 

34358 

30724 

27787 

4.4 

41765 

40317 

38966 





4.6 

41488 

39930 

38485 

9.0 

33988 

30282 

27306 

4.8 

41203 

39534 

37998 

9.2 

33611 

29844 

26832 





9.4 

33249 

29408 

26364 

5.0 

40910 

39130 

37500 

9.6 

32880 

28977 

25903 

5.2 

40608 

38807 

36997 

9.8 

32511 

28549 

25448 

5.4 

40299 

38300 

36488 



V 

• 

5.6 

39984 

37874 

35975 

10.0 

32143 

28125 

25000 

5.8 

39663 

37443 

35457 

10.2 

31776 

27706 

24559 





10.4 

31411 

27290 

24125 

6.0 

39335 

37006 

34938 

10.6 

31054 

26879 

23698 

6.2 

39003 

36566 

34416 

10.8 

30684 

26474 

23279 

6.4 

38665 

36122 

33894 





6.6 

38323 

35676 

33371 

11.0 

30324 

26072 

22866 

6.8 

37976 

35219 

32849 

11.2 

29965 

25675 

22460 





11.4 

29608 

25285 

22063 

7.0 

37616 

34776 

32328 

11.6 

29247 

24899 

21671 

7.2 

37272 

34324 

31809 

11.8 

28903 

24517 

21288 

7.4 

36914 

33872 

31292 


































CAMBRIA STEEL. 


219 


STRENGTH OF STEEL COLUMNS OR STRUTS. 

For various values of ~ in which L = length in feet and r = 

radius of gyration in inches. 

P = ultimate strength in lbs. per square inch. 


FOR SOFT STEEL. 


Square bearing 

45 000 

” i , (12L)» 

^ 36 000 r 2 


Pin and square bearing Pin bearing 


P 


45 000 _ 45 000 

(12 L) 2 F (12 L) 2 

24 000 r 2 1 ' 18 000 r 2 


To obtain safe unit stress: 

For quiescent loads, as in buildings, divide by 4. 
For moving loads, as in bridges, divide by 5. 


L 

r 

Ultimate Strength in lbs. 
per Square Inch. 

Square. 

Pin and 
Square. 

Pin. 

12.0 

28553 

24142 

20911 

12.2 

28207 

23771 

20542 

12.4 

27863 

23406 

20179 

12.6 

27522 

23046 

19823 

12.8 

27185 

22693 

19474 

13.0 

26850 

22343 

19133 

13.2 

26524 

22005 

18797 

13.4 

26189 

21662 

18469 

13.6 

25864 

21329 

18148 

13.8 

25543 

21002 

17833 

14.0 

25224 

20680 

17523 

14.2 

24909 

20363 

17221 

14.4 

24598 

20052 

16925 

14.6 

24290 

19746 

16634 

14.8 

23985 

19445 

16350 

15.0 

23684 

19148 

16071 

15.2 

23387 

18858 

15799 

15.4 

23093 

18572 

15532 

15.6 

22803 

18288 

15270 

15.8 

22516 

18015 

15105 

16.0 

22234 

17744 

14764 

16.2 

21954 

17478 

14518 

16.4 

21678 

17216 

14279 


L 

Ultimate Strength in lbs. 
per Square Inch. 

r 


Pin and 



Square. 

Square. 

Pin. 

16.6 

21406 

16960 

14043 

16.8 

21137 

16708 

13812 

17.0 

20872 

16459 

13584 

17.2 

20611 

16216 

13366 

17.4 

20353 

15977 

13150 

17.6 

20098 

15742 

12938 

17.8 

19847 

15512 

12731 

18.0 

19599 

15286 

12528 

18.2 

19351 

15063 

12329 

18.4 

19114 

14845 

12135 

18.6 

18878 

14630 

11944 

18.8 

18644 

14420 

11757 

19.0 

18418 

14218 

11579 

19.2 

18185 

14010 

11394 

19.4 

17961 

13811 

11219 

19.6 

17740 

13616 

11048 

19.8 

17519 

13422 

10877 

20.0 

17308 

13235 

10715 

20.2 

17096 

13050 

10553 

20.4 

16888 

12868 

10434 

20.6 

16682 

12690 

10249 

20.8 

16480 

12515 

10087 





























220 CAMBRIA STEEL. 


STRENGTH OF STEEL COLUMNS OR STRUTS. 

For various values of •— in which L = length in feet and r = 

r 

radius of gyration in inches. 

P = ultimate strength in lbs. per square inch. 

FOR MEDIUM STEEL. 

Square bearing Pin and square bearing Pin bearing 
50 000 p 50 000 50 000 

. (12 L) 2 F (12 L) 2 (12 L) 2 

1 ~d6 000 r 2 " 1_ 24000r 2 ^lSOOOr 2 


To obtain safe unit stress: 

For quiescent loads, as in buildings, divide by 4. 
For moving loads, as in bridges, divide by 5. 


L 

r 

Ultimate Strength in lbs. 
per Square Inch. 

L 

r 

Ultimate Strength in lbs. 
per Square Inch. 

Square. 

Piu and 
Square. 

Pin. 

Square. 

Pin and 
Square. 

Pin. 

3.0 

48263 

47438 

46642 

7.6 

40616 

37132 

34199 

3.2 

48033 

47106 

46214 

7.8 

40214 

36629 

33631 

3.4 

47790 

46757 

45767 





3.6 

47536 

46393 

45303 

8.0 

39809 

36127 

33069 

3.8 

47270 

46013 

44822 

8.2 

39402 

35627 

32511 





8.4 

38994 

35128 

31959 

4.0 

46993 

45620 

44325 

8.6 

38585 

34632 

31413 

4.2 

46705 

45214 

43817 

8.8 

38175 

34138 

30874 

4.4 

46406 

44797 

43295 





4.6 

46098 

44367 

42761 

9.0 

37764 

33647 

30340 

4.8 

45781 

43927 

42220 

9.2 

37354 

33160 

29813 





9.4 

36943 

32676 

29293 

5.0 

45455 

43478 

41667 

9.6 

36533 

32197 

28781 

5.2 

45120 

43020 

41108 

9.8 

36123 

31721 

28275 

5.4 

44777 

42555 

40542 





5.6 

44427 

42082 

39972 

10.0 

35714 

31250 

27778 

5.8 

44070 

41603 

39397 

10.2 

35307 

30784 

27288 





10.4 

34901 

30322 

26806 

6.0 

43706 

41118 

38820 

10.6 

34496 

29866 

26331 

6.2 

43337 

40629 

38240 

10.8 

34093 

29415 

25865 

6.4 

42961 

40136 

37660 





6.6 

42581 

39640 

37079 

11.0 

33693 

28969 

25407 

6.8 

42196 

39141 

36499 

11.2 

33294 

28528 

24956 





11.4 

32898 

28094 

24514 

7.0 

41806 

38640 

35920 

11.6 

32505 

27665 

24079 

7.2 

41413 

38138 

35343 

11.8 

32114 

27241 

23653 

7.4 

41016 

37635 

34769 


































CAMBRIA STEEL. 221 


STRENGTH OF STEEL COLUMNS OR STRUTS. 

For various values of — in which L = length in feet and r = 

r 

radius of gyration in inches. 

P = ultimate strength in lbs. per square inch. 

FOR MEDIUM STEEL. 

Square bearing Pin and square bearing Pin bearing 
50 000 50 000 _ 50 000 

i . ( 12 D 2 , (12L) 2 ! F “ (12 L) 2 

1 36 000 r 2 1 ‘ 24 000 r 2 ^lSOOOr 2 

To obtain safe unit stress: 

For quiescent loads, as in buildings, divide by 4. 

For moving loads, as in bridges, divide by 5. 


L 

r 

Ultimate Strength in lbs. 
per Square Inch. 

L 

r 

Ultimate Strength in lbs. 
per Square Inch. 

Square. 

Pin and 
Square. 

Pin. 

Square. 

Pin and 
Square. 

Pin. 

12.0 

31726 

26824 

23234 

16.6 

23784 

18844 

15603 

12.2 

31341 

26412 

22824 

16.8 

23486 

18564 

15347 

12.4 

30959 

26007 

22421 





12.6 

30580 

25607 

22026 

17.0 

23191 

18288 

15097 

12.8 

30205 

25214 

21638 

17.2 

22901 

18018 

14851 





17.4 

22614 

17752 

14611 

13.0 

29833 

24826 

21259 

17.6 

22331 

17491 

14376 

13.2 

29464 

24445 

20886 

17.8 

22052 

17235 

14145 

13.4 

29099 

24069 

20521 





13.6 

28738 

23699 

20164 

18.0 

21777 

16984 

13920 

13.8 

28381 

23336 

19814 

18.2 

21506 

16737 

13699 \ 





18.4 

21238 

16494 

13483 .j 

14.0 

28027 

22978 

19470 

18.6 

20975 

16256 

13271 ' 

14.2 

27677 

22626 

19134 

18.8 

20715 

16022 

13063 

14.4 

27331 

22280 

18805 





14.6 

26989 

21940 

18482 

19.0 

20458 

15793 

12860 

14.8 

26650 

21605 

18167 

19.2 

20206 

15567 

12661 





19.4 

19957 

15346 

12466 

15.0 

26316 

21276 

17857 

19.6 

19711 

15129 

12275 > 

15.2 

25985 

20953 

17554 

19.8 

19466 

14913 

12086 

15.4 

25659 

20636 

17258 





15.6 

25337 

20320 

16967 

20.0 

19231 

14706 

11905 

15.8 

25018 

20017 

16683 

20.2 

18996 

14500 

11725 





20.4 

18764 

14298 

11549 

16.0 

24704 

19716 

16404 

20.6 

18536 

14100 

11377 

16.2 

24393 

19420 

16131 

20.8 

18311 

13905 

11208 

16.4 

24087 

19129 

15865 


































222 CAMBRIA STEEL. 


EXAMPLE OF THE USE OF THE TABLES OF RADII 
OF GYRATION FOR TWO ANGLES PLACED BACK 
TO BACK AND THE TABLES OF STRENGTH OF 
STEEL COLUMNS OR STRUTS. 

Pages 215 to 221 Inclusive 

What is the size of truss member required to safely sustain 50 000 
pounds in compression, the safety factor being 4, the unsupported 
length 8 feet, the gusset plates at each end being %" thick? 

Assume for trial two 4" x 3" x 5 /f 6 " angles with the long legs together. 
Referring to page 216, the least Radius of Gyration, comparing values 
in columns r 0 and r 3 is found to be 1.27. The ratio of the length of the 

column in feet to the Least Radius of Gyration iminches, - is, there¬ 
fore, —=6.3. 

1.27 

Referring to the table of Strength of Steel Columns or Struts for 
medium steel, page 220, the ultimate strength of a column in which 

— =6.3 is found by interpolation between the values for 6.2 and 6.4 
r 

to be 43 149 pounds per square inch, which, divided by the safety 
factor 4, gives 10 787 pounds as the safe unit stress per square inch. 
Multiplying the safe unit stress per square inch, 10 7S7 pounds, by 
4.18, the area of the two angles in square inches, gives 45 090 pounds 
as the total safe load. This is slightly less than the specified load of 
50 000 pounds, and, therefore, it will be necessary to increase the 
assumed section. Assume theangles to be 4" x 3" x ^".for which the 
Least Radius of Gyration is found by interpolation to be 1.26, and, by 

the same process used above, — is found to be 6.35, which corre¬ 
sponds to an ultimate strength of 43 055 pounds per square inch, or a 
safe unit stress of 10 764 pounds per square inch, which, if multiplied 
by the area of the two angles, 4.96 square inches, gives a safe total 
load of 53 389 pounds, which is ample to meet the conditions stated. 

EXPLANATION OF TABLES RELATING TO DIMEN¬ 
SIONS AND SAFE LOADS OF STEEL COLUMNS 
OF VARIOUS SECTIONS. 

Pages 224 to 301 Inclusive 

Tables of Dimensions for Plate and Angle Columns are given on 
pages 224 and 225, the Moments of Inertia and Section Moduli about 
two rectangular axes are given on pages 226 to 228 and the Safe Loads 
for various lengths, calculated for the Radius of Gyration about each 
of the two rectangular axes, are given on pages 248 to 267 inclusive. 

Tables of Dimensions for Latticed Channel Columns are given on 
pages 230, the Moments of Inertia and Section Moduli about two rec¬ 
tangular axes are given on page 231, the Safe Loads for various lengths 








CAMBRIA STEEL. 223 


based upon the Least Radius of Gyration, are given on pages 268 to 
271, and data relating to the proper sizes of lattice bars and stay-plates 
to be used with these columns are given on pages 272 and 273. 

On pages 232 and 233 are given the Principal Dimensions of Plate 
and Channel Columns with comparatively narrow plates called, for 
convenience of reference. Series A, and on pages 234 and 235 for 
Series B, which differs from Series A, in having wider plates. Mo¬ 
ments of Inertia and Section Moduli about two rectangular axes 
are given for Series A and B on pages 236 to 242 inclusive, and the 
Safe Loads for different lengths, based upon the Least Radius of 
Gyration, are given on pages 274 to 301 inclusive. 

Safe Loads for I-Beams used as Columns or Struts are given on 
pages 244 to 247, and the dimensions of these sections can be obtained 
from the tables on pages 186 to 189 inclusive. 

The Plate and Channel Columns given in Series A are particularly 
useful in buildings or locations in which it is desired to keep the ex¬ 
treme dimensions of the cross section as small as possible for this style 
of column, although in this series the Radius of Gyration about the 
central axis parallel to the channel webs is somewhat smaller than the 
Radius of Gyration about the axis perpendicular to the channel webs. 
This makes the narrower columns of Series A somewhat less economi¬ 
cal of material than the wider columns of Series B, which, however, is 
small in amount for columns of ordinary story length of 10 feet to 14 
feet, such as are used in skeleton buildings. 

In Series B of Plate and Channel Columns with wider plates, the 
Radii of Gyration about the two axes are practically equal for the 
intermediate thicknesses and these columns are slightly more eco¬ 
nomical of material than those of Series A, although they require 
somewhat more space on account of their wider sections. 

The Safe Loads for columns of variou's kinds, as given on pages 244 
to301 inclusive, are expressed in thousands of pounds, and have been 
figured by the use of Gordon’s formula, as stated at the heads of the 
various tables, using the safety factor 4, which relates to static or 
quiescent loads such as occur in ordinary buildings. 

On page 229 is given a table showing the Distances Back to Back for 
Spacing Two Channels of the same size in order to produce equal Mo¬ 
ments of Inertia about the two rectangular axes. This table will be 
found to be useful in designing compression members of trusses, etc. 

The Safe Loads of the tables are assumed to be centrally applied, 
and for convenience in computing the proper sizes required to support 
eccentric loads the tables of Moments of Inertia and Section Moduli 
for the different sections of columns are given. 

The Safe Loads in the various tables are figured for extreme ratios 

from 30 to 150 for —, in which 1 is the length of the column and r the 

r 

Least Radius of Gyration, both expressed in inches. 

The weights of columns stated in the tables are per lineal foot of 
shaft, and do not include any allowances for bases, brackets or other 
connections, as these depend upon the particular details and require¬ 
ments of each case. 

Loads for other safety factors can be figured from the tables by 
inverse proportion, thus: 

New safety factor : 4 :: load from tables : new loads. 

Drawings of typical details of steel columns are given on page 243. 





224 CAMBRIA STEEL. 


DIMENSIONS FOR PLATE AND ANGLE 

COLUMNS. 



Size 

of 

Angles. 

Size 

of 

Plates. 

Weight 

of 

Column. 

Area of 
Column 
Section. 

b 

c 

«« 

m 

m' 

/ 

k 

H 

Inches. 

Inches. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

3 

x2 3*x3* 

6 x 34 

23.1 

6.74 

33* 

IVs 

IVs 

13* 

33* 

8H 

a 

“ 3* 

“ 3* 

44.2 

13.00 

a 

2 

U 

u 

u 

9 

3 

x2Hi!4 

8x34 

24.8 

7.24 

4 3 * 

IVs 

IVs 

13* 

53* 

103* 

a 

“ 3* 

“ 34 

47.6 

14.00 

u 

2 

u 

a 

u 

103* 

3 

x 23* x 3* 

10x34 

26.5 

7.74 

5V 8 

13* 

IVs 

13* 

73* 

12 

u 

“ 3* 

“ 34 

51.0 

15.00 

u 

2 

u 

« 

u 

123* 

3 

x23*x3* 

12x34 

28-2 

8.24 

63* 

IVs 

IVs 

13* 

93* 

133* 

a 

“ 3* 

“ 34 

54.4 

16.00 

u 

2 

u 

a 

u 

133* 

33*x23*x3* 

7x34 

25.6 

7.51 

3Vs 

2 Vs 

IVs 

23* 

43* 

103* 


“ A 

“ 34 

59.5 

17.49 

u 

2Vs 

u 

u 

u 

103* 

33* 

x23*x3* 

8x34 

26.4 

7.76 

43* 

23* 

IVs 

23* 

53* 

11 


“ A 

“ 34 

62.0 

18.24 

u 

2Vs 

u 

u 

« 

HA 

33* 

x23*x3* 

10x34 

28.1 

8.26 

5H 

2% 

IVs 

23* 

73* 

12A 


A 

“ 34 

67.1 

19.74 

u 

2% 

u 

a 

a 

123* 

3 3* 

x 234x34 

12 x 34 

29.8 

8.76 

63* 

2H 

IVs 

23* 

93* 

143* 


“ A 

“ 34 

72.2 

21.24 

u 

2Vs 

u 

“ 

u 

143* 

4 

x 3 X ^ 

8x A 

37.3 

10.86 

43* 

2rs 

13* 

23* 

43* 

11H 


“ 3* 

“ 34 

97.0 

28.44 

u 

2U 

u 

u 

u 

123* 

4 

x 3 Xffe 

10 x A 

39.4 

11.49 

53* 

2 A 

13* 

23* 

63* 

13A 


“ 3* 

“ 34 

103.0 

30.19 

u 

2ti 

“ 

a 

u 

13A 

4 

X 3 x^ 

12x A 

41.6 

12.11 

6 Vs 

2A 

IK 

23* 

83* 

14tf 


“ Vs 

“ 34 

108.9 

31.94 

u 

2 H 

« 

“ 

« 

153* 

4 

x 3 X a 

14 x & 

43.7 

12.74 

73* 

2 A 

IK 

23* 

103* 

163* 


“ Vs 

“ 3* 

114.9 

33.69 

u 

2H 

u 

u 

u 

16H 


Dimensions m' and c may be varied to suit requirements. 














































































CAMBRIA STEEL. 225 


DIMENSIONS FOR PLATE AND ANGLE 

COLUMNS. 



Size 

Size 

Weight 

Area of 







of 

of 

of 

Column 

b 

c 

m 

m' 

k 

H 

Angles. 

Plates. 

Column. 

Section. 







Inches. 

Inches. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

5x334x& 

“ “ H 

10 x A 

“ U 

45.4 

128.7 

13.37 

37.74 

534 

ii 

2& 

2 34 

234 

4 4 

234 

44 

534 

44 

14^ 

15 

5x3 

an is 

16 

12 x A 

“ H 

47.6 

135.1 

13.99 

39.61 

634 

ii 

2ts 

2% 

234 

44 

234 

44 

734 

44 

16 

16* 

5 x334x& 

“ “ *t 

14 x rt- 
“ H 

49.7 

141.5 

14.62 

41.49 

7 34 

ii 

2& 

234 

234 

44 

234 

44 

934 

44 

17* 

17H1 

5x3^x^ 

“ “ 

16 x A 

“ H 

51.8 

147.8 

15.24 

43.36 

834 

a 

2tV 

2 A 

234 

44 

234 

44 

1134 

44 

1934 

19* 

6 x 334x34 

ii 44 J 

12x34 

“ 1 

62.1 

156.4 

18.18 

46.00 

634 

44 

2\\ 

2% 

234 

44 

234 

44 

734 

44 

17* 

1734 

'6x3 34 x 34 

n it j 

14 x 34 

“ 1 

64.7 

163.2 

18.93 

48.00 

7 34 

44 

2ts 

234 

234 

44 

234 

44 

934 

44 

1834 

19* 

6x334x34 

44 ii J 

16x34 

“ 1 

67.2 

170.0 

19.68 

50.00 

834 

ii 

2& 

234 

234 

44 

234 

44 

1134 

44 

20* 

20M 

6x3Mx% 

ii 44 J 

18x34 
“ 1 

69.8 

176.8 

20.43 

52.00 

934 

44 

2& 

234 

234 

44 

234 

44 

1334 

44 

22* 

22* 

7x3 y 2 x& 

ii ii 

14 X Yg 

“ 1 

80.8 

176.8 

23.73 

52.00 

734 

44 

234 

234 

234 

44 

234 

4 4 

934 

44 

20* 

20H 

7 x 334 x TS 

a a j 

16x^ 
“ 1 

83.8 

183.6 

24.60 

54.00 

834 

ii 

234 

2% 

234 

44 

234 

4 4 

1134 

4 4 

2134 

2234 

7 x 334 x re 

ii ii J 

18 X TS 

“ 1 

86.8 

190.4 

25.48 

56.00 

934 

44 

234 

2% 

234 

44 

234 

4 4 

1334 

4 4 

2334 

2334 

7 x 334 x £g 

ii ii J 

20 x A 

“ 1 

89.8 

197.2 

26.35 

58.00 

1034 

44 

234 

234 

234 

44 

234 

44 

1534 

44 

2434 

26* 


Dimensions m' and c may be varied to suit requirements. 
















































226 


CAMBRIA STEEL. 


MOMENTS OF INERTIA AND SECTION MODULI 
FOR PLATE AND ANGLE 
COLUMNS. 



Size 

of 

Angles. 

Size 

of 

Plate. 

Axis 1-1. 

Axis 2-2. 

Size 

of 

Plate. 

Axis 1-1. 

Axis 2-2. 

Moment of 
Inertia. 

Section 

Modulus. 

Moment of 
Inertia. 

Section 

Modulus. 

Moment of 
Inertia. 

Section 

Modulus, 

Moment of 
Inertia. 

Section 

Modulus. 

Inches. 

Inches. 

Ins.4 

Ins. 3 

Ins. 4 

Ins. 3 

Inches. 

Ins. 4 

Ins. 3 

Ins. 4 

Ins. 3 

3 

x 2 Vi*V\ 

6 x 


10.3 

3.3 

39.4 

12.6 

8 x 34 

10.3 

3.3 

76.7 

18.6 


u A 

u 

Tf> 

13.4 

4.3 

47.9 

15.3 

“ A 

13.4 

4.3 

93.7 

22.7 


“ H 

U 

H 

16.7 

5.2 

55.9 

17.9 

“ H 

16.7 

5.3 

110.1 

26.7 


U 7 

u 

A 

20.2 

6.3 

63.5 

20.3 

“ A 

20.3 

6.3 

125.6 

30.5 


“ Vi 

a 

H 

24.0 

7.4 

70.6 

22.6 

“ Vi 

24.0 

7.4 

140.5 

34.1 


“ A 

u 

A 

28.1 

8.6 

77.3 

24.8 

U 9 

T6 

28.1 

8.6 

154.6 

37.5 

3 

x2HxM 

10 x 

M 

10.3 

3.3 

128.4 

25.1 

12x34 

10.3 

3.3 

195.7 

32.0 


A 

U 

A 

13.4 

4.3 

157.5 

30.7 

“ A 

13.4 

4.3 

240.5 

39.3 


Vs 

U 

H 

16.7 

5.3 

185.6 

36.2 

“ Vs 

16.7 

5.3 

284.0 

46.4 


A 

u 

A 

20.3 

6.3 

212.5 

41.5 

“ A 

20.3 

6.3 

325.8 

53.2 


“ ^2 

u 

Vi, 

24.1 

7.4 

238.3 

46.5 

“ Vi 

24.1 

7.4 

366.1 

59.8 


u A 

u 

A 

28.1 

8.6 

263.1 

51.3 

“ A 

28.2 

8.6 

405.1 

66.1 

SVix2VixV 

7 x 

y* 

16.0 

4.4 

62.4 

17.2 

8x3i 

16.0 

4.4 

84.7 

20.5 


A 

a 

A 

20.7 

5.7 

76.2 

21.0 

“ A 

20.7 

5.7 

103.6 

25.1 


Ks 

u 

% 

25.6 

6.9 

89.3 

24.6 

“ H 

25.6 

6.9 

121.7 

29.5 


* A 

u 

A 

30.8 

8.3 

101.7 

28.1 

u 7 

TS 

30.8 

8.3 

138.9 

33.7 


“ H 

u 

Vi 

36.3 

9.7 

113.6 

31.3 

“ 34 

36.3 

9.7 

155.5 

37.7 


“ A 

u 

A 

42.1 

11.1 

124.8 

34.4 

“ A 

42.1 

11.1 

171.2 

41.5 


10 x 

V 

16.0 

4.4 

140.9 

27.5 

12x3* 

16.0 

4.4 

213.7 

34.9 


: a 

u 

A 

20.7 

5.7 

173.0 

33.8 

“ A 

20.7 

5.7 

262.9 

42.9 


“ H 

u 

H 

25.6 

6.9 

203.9 

39.8 

“ Vs 

25.6 

7.0 

310.5 

50.7 


a 7 

u 

A 

30.8 

8.3 

233.5 

45.6 

“ A 

30.8 

8.3 

356.2 

58.2 


“ ^ 


Vi 

36.3 

9.7 

262.1 

51.1 

“ 34 

36.4 

9.7 

400.7 

65.4 


A 


A 

42.2 

11.2 

289.4 

56.5 

U 9 

T6 

42.2 

11.2 

443.4 

72.4 
























































CAMBRIA STEEL. 227 


MOMENTS OF INERTIA AND SECTION MODULI 
FOR PLATE AND ANGLE 
COLUMNS. 


2 



l 


1 


r 

$ 

L rr 

A 





Axis 1-1. 

Axis 2-2. 


Axis 1-1. 

Axis 2-2. 

Size 


Size 



C4-4 


Size 




Section 

Modulus. 

of 

Angles. 


of 

Plate. 

Moment ( 
Inertia. 

Section 

Modulus, 

Moment ( 
Inertia. 

Section 

Modulus 

of 

Plate. 

Moment c 

Inertia. 

Section 

Modulus, 

Moment ( 

Inertia. 

Inches. 

Inches. 

Ins .4 

Ins.3 

Ins.4 

Ins 3 

Inches. 

Ins.4 

Ins.3 

Ins.4 

Ins.3 

4x3 x A 

8xA 

30.3 

7.3 

114.6 

27.8 

10xA 

30.3 

7.3 

192.0 

37.5 

it 

X 

“ X 

37.4 

8.9 

134.8 

32.7 

“ X 

37.4 

8.9 

226.4 

44.2 

it 

A 

“ A 

44.8 

10.6 

154.0 

37.3 

“ A 

44.8 

10.6 

259.5 

50.6 

it 

X 

“ x. 

52.6 

12.4 

172.4 

41.8 

“ y 

52.6 

12.4 

291.5 

56.9 

a 

A 

{i TS 

60.8 

14.2 

190.0 

46.1 

“ A 

60.9 

14.2 

322.2 

62.9 

tt 

X 

“ Vs 

69.5 

16.1 

206.9 

50.2 

“ X 

69.5 

16.1 

352.0 

68.7 

n 

if 

“ if 

78.6 

18.1 

223.0 

54.1 

“ if 

78.6 

18.1 

380.5 

74.2 

a 

X 

“ X 

88.1 

20.1 

238.3 

57.8 

“ X 

88.2 

20.2 

408.0 

79.6 

tt 

if 

“ if 

98.1 

22.3 

253.0 

61.3 

it JL3_ 
16 

98.2 

22.3 

434.4 

84.7 

a 

X 

“ Vs 

108.5 

24.4 

267.0 

64.7 

“ X 

108.6 

24.5 

459.8 

89.7 

4x3 x A 

12xA 

30.3 

7.3 

292.3 

47.7 

14xA 

30.3 

7.3 

416.8 

58.5 

it 

x 

“ k 

37.4 

8.9 

345.5 

56.4 

“ X 

37.4 

8.9 

493.4 

69.3 

it 

T§ 

“ A 

44.8 

10.6 

396.7 

64.8 

il A 

44.8 

10.6 

567.4 

79.6 

it 

X 

“ x. 

52.6 

12.4 

446.6 

72.9 

“ 3/ 2 

52.7 

12.4 

639.7 

89.8 

a 

T6 

“ A 

60.9 

14.2 

494.7 

80.8 

A 

60.9 

14.2 

709.6 

99.6 

a 

X 

“ X 

69.6 

16.1 

541.5 

88.4 

“ X 

69.6 

16.1 

777.8 

109.2 

a 

if 

“ if 

78.7 

18.1 

586.5 

95.8 

“ 11 
16 

78.7 

18.1 

843.7 

118.4 

a 

X 

if 

“ X 

88.2 

20.2 

630.1 

102.9 

“ X 

88.3 

20.2 

907.7 

127.4 

a 

“ if 

98.2 

22.3 

672.2 

109.8 

a 2J. 
16 

98.3 

22.3 

969.8 

136.1 

a 

Vs 

“ % 

108.7 

24.5 

713.1 

116.4 

“ X 

108.8 

24.5 

1030.1 

144.6 

5 x 3 l A x A 

10xA 

57.6 

11.2 

225.0 

43.9 

12xA 

57.6 

11.2 

341.9 

55.8 

it 

Vs 

“ % 

70.6 

13.6 

265.7 

51.8 

“ X 

70.6 

13.6 

404.6 

66.1 

a 


“ A 

84.1 

16.1 

304.8 

59.5 

“ A 

84.1 

16.1 

465.2 

75.9 

a 

X 

“ M 

98.2 

18.7 

342.6 

66.9 

“ X 

98.2 

18.7 

524.0 

85.5 

a 


“ A 

112.9 

21.4 

379.1 

74.0 

“ A 

112.9 

21.4 

581.0 

94.9 

it 

Vs 

“ X 

128.2 

24.1 

414.4 

80.9 

“ X 

128.2 

24.1 

636.4 

103.9 

it 

H 

“ if 

144.1 

27.0 

448.2 

87.5 

“ if 

•144.1 

27.0 

689.8 

112.6 

it 

X 

“ X 

160.6 

29.9 

481.1 

93.9 

“ X 

160.7 

29.9 

741.8 

121.1 

tt 

H 

“ if 

177.8 

32.9 

512.6 

100.0 

“ if 

177.9 

32.9 

792.1 

129.3 

it 

Vs 

“ X 

195.7 

36.0 

543.1 

106.0 

“ X 

195.8 

36.0 

841.0 

137.3 

tt 

if 

“ if 

214.2 

39.2 

572.5 

111.7 

“ if 

214.3 

39.2 

888.2 

145.0 

5 x 3X x A 

14xA 

57.6 

11.2 

486.8 

68.3 

16xA 

57.6 

11.2 

660.8 

81.3 

it 

Vs 

“ X 

70.6 

13.6 

576.9 

81.0 

“ % 

70.6 

13.6 

784.0 

96.5 

it 

A 

“ A 

84.1 

16.1 

664.2 

93.2 

** A 

84.1 

16.1 

903.8 

111.2 

a 

y 2 

“ X 

98.2 

18.7 

749.3 

105.2 

“ X 

98.3 

18.7 

1020.6 

125.6 

a 

A 

“ A 

112.9 

21.4 

832.1 

116.8 

“ A 

113.0 

21.4 

1134.7 

139.7 

a 

X 

“ X 

128.3 

24.1 

912.7 

128.1 

“ 5 /^ 

128.3 

24.2 

1245.9 

153.3 

a 


if 

144.2 

27.0 

990.8 

139.1 

“ il 
16 

144.2 

27.0 

1354.0 

166.6 

tt 

X 

“ 

160.8 

29.9 

1067.1 

149.8 

“ X 

160.8 

29.9 

1459.8 

179.7 

tt 

if 

“ if 

178.0 

32.9 

1141.0 

160.1 

“ if 

178.1 

32.9 

1562.6 

192.3 

it 

Vs 


195.9 

36.0 

1213.2 

170.3 


196.0 

36.0 

1663.3 

204.7 

it 

if 

“ if 

214.4 1 39.2 

1283.1 

180.1 

“ if 

214.6 

39.2 

1761.0 

216.7 



















































228 


CAMBRIA STEEL. 


MOMENTS OF INERTIA AND SECTION MODULI 
FOR PLATE AND ANGLE 
COLUMNS. 



Size 

of 

Angles. 

Size 

of 

Plate. 

Axis 1-1. 

Axis 2-2. 

Size 

of 

Plate. 

Axis 1-1. 

Axis 2-2. 

Moment of 
Inertia. 

Section 

Modulus. 

Moment of 
Inertia. 

Section 

Modulus. 

Moment of 

Inertia. 

Section 

Modulus 

Moment of 

Inertia. 

Section 

Modulus. 

Inches. 

Inches. 

Ins. 4 

Ins.3 

Ins. 4 

Ins.3 

Inches. 

Ins. 4 

lns.3 

Ins. 4 

Ins.3 

6x3^x 

H 

12x 3 A 

119.2 

19.3 

457.5 

74.7 

14x^8 

119.2 

19.3 

649.1 

91.1 

a 

A 

“ A 

141.5 

22.8 

526.2 

85.9 

i i 7 

16 

141.5 

22.8 

747.7 

104.9 

n 

Vi 

“ V?. 

164.5 

26.3 

593.0 

96.8 

“ Vi 

164.5 

26.3 

843.9 

118.4 

t i 

A 

“ A 

188.3 

30.0 

657.9 

107.4 

“ A 

188.3 

30.0 

937.6 

131.6 

it 

5 /s 

“ 5 4 

212.9 

33.7 

720.9 

117.7 

“ k 

212.9 

33.7 

1028.8 

144.4 

a 

H 

“ ii 

238.3 

37.6 

781.8 

127.6 

“ tt 

238.3 

37.6 

1117.3 

156.8 

i t 

Vx 

“ H 

264.5 

41.5 

841.2 

137.3 

“ Yx 

264.6 

41.5 

1203.9 

169.0 

i t 

tt 

“ ii 

291.5 

45.5 

898.5 

146.7 

ii 13 
16 

291.6 

45.5 

1287.9 

180.8 

a 

7 /« 

“ ii 

319.5 

49.6 

954.4 

155.8 

“ V* 

319.6 

49.6 

1370.0 

192.3 

a 

tt 

“ tt 

348.2 

53.8 

1008.4 

164.6 

“ tt 

348.4 

53.9 

1449.5 

203.4 

it 

1 

“ l 

377.5 

58.1 

1060.8 

173.2 

“ 1 

377.7 

58.1 

1526.9 

214.3 

6 x 3H x 

it 

Yh 

16xH 

119.2 

19.3 

878.6 

108.1 

18xH 

119.3 

19.3 

1147.4 

125.7 

A 

“ A 

141.5 

22.8 

1013.2 

124.7 

“ A 

141.5 

22.8 

1324.4 

145.1 

it 

V? 

“ Ji 

164.5 

26.3 

1144.7 

140.9 

“ H 

164.6 

26.3 

1497.5 

164.1 

it 

A 

“ A 

188.4 

30.0 

1273.2 

156.7 

“ A 

188.4 

30.0 

1667.1 

182.7 

ii 

5 /« 

“ ^ 

213.0 

33.7 

1398.6 

172.1 


213.0 

33.7 

1832.8 

200.9 

ii 

H 

“ ii 

238.4 

37.6 

1520.6 

187.2 

“ ii 

238.4 

37.6 

1994.3 

218.6 

it 

3 4 

“ ^ 

264.6 

41.5 

1640.2 

201.9 

“ H 

264.7 

41.5 

2152.9 

235.9 

a 

tt 

“ H 

291.7 

45.5 

1756.4 

216.2 

“ ii 

291.8 

45.5 

2307.4 

252.9 

it 

7 /i 

“ ii 

319.7 

49.7 

1870.4 

230.2 

“ ii 

319.8 

49.7 

2459.2 

269.5 

tt 

ii 

“ ii 

348.5 

53.9 

1981.1 

243.8 

“ ii 

348.6 

53.9 

2606.8 

285.7 

a 

1 

“ l 

377.8 

58.1 

2089.1 

257.1 

“ l 

378.0 

58.2 

2751.3 

301.5 

7x3Hx 

< i 

A 

14x^ 

220.8 

30.6 

831.2 

116.7 

16xA 

220.8 

30.6 

1122.6 

138.2 


“ H 

255.8 

35.3 

938.4 

131.7 

“ H 

255.8 

35.3 

1268.8 

156.2 

t i 

A 

“ * 

292.7 

40.2 

1043.0 

146.4 

“ A 

292.7 

40.2 

1411.6 

173.7 

ii 


“ ii 

328.5 

44.9 

1144.6 

160.7 

“ V* 

328.5 

44.9 

1550.9 

190.9 

i i 

ii 

“ H 

367.3 

50.0 

1243.9 

174.6 

“ ii 

367.4 

50.0 

1687.2 

207.7 

ii 


“ H 

406.6 

55.1 

1340.7 

188.2 

“ Vx 

406.7 

55.1 

1820.5 

224.0 


ii 

“ ii 

447.2 

60.4 

1434.8 

201.4 

ii 13 
16 

447.3 

60.4 

1950.3 

240.0 


y» 

“ ii 

488.3 

65.7 

1526.7 

214.3 

“ 7 A 

488.4 

65.7 

2077.4 

255.7 

it 

ii 

;; h 

530.8 

71.1 

1615.9 

226.8 

“ it 

530.9 

71.1 

2201.1 

270.9 


1 

“ i 

574.3 

76.6 

1702.8 

239.0 

“ 1 

574.5 

76.6 

2322.0 

285.8 

7x3 y 2 x 

ii 

A 

18x^ 

220.8 

30.6 

1463.2 

160.4 

20xA 

220.8 

30.6 

1854.8 

183.2 

M 

:: Vi 

255.9 

35.3 

1655.1 

181.4 

“ Vi 

255.9 

35.3 

2099.4 

207.4 


A 

■h 

292.8 

40.2 

1843.0 

202.0 

“ A 

292.8 

40.2 

2339.4 

231.1 



% 

328.6 

44.9 

2026.6 

222.1 

“ H 

328.8 

44.9 

2574.2 

254.2 

£ t 

ii 


367.4 

50.0 

2206.4 

241.8 

“ H 

367.5 

50.0 

2804.4 

277.0 


3 i 

H 

406.7 

55.2 

2382.7 

261.1 

“ Vx 

406.8 

55.2 

3030.5 

299.3 


13. 

16 

« 

447.4 

60.4 

2554.7 

280.0 

ii 13 

16 

447.5 

60.4 

3251.4 

321.1 


ii 

“ Vs 

488.5 

65.7 

2723.5 

298.5 

“ % 

488.6 

65.7 

3488.5 

342.6 


if 

ii 

531.0 

71.1 

2888.1 

316.5 

ii 15. 

531.2 

71.1 

3680.5 

363.5 


1 

“ 1 

574.7 

76.6 

3049.1 

334.2 

“ i" 

574.8 

76.6 

3888.3 

384.0 



















































CAMBRIA STEEL. 229 


SPACING OF CHANNELS FOR EQUAL MOMENTS 
OF INERTIA ABOUT THE TWO RECT¬ 
ANGULAR AXES 1-1 AND 2-2. 





Depth 

Weight 

Area of 




Depth 

Weight 

Area of 



Section 

of 

per foot 

Section 



Section 

of 

per foot 

Section 



of one 

of one 

A 

E 

of one 

of one 

A 

E 

Num- 

Chan- 

Chan- 

Chan- 



Num- 

Chan- 

Chan- 

Chan- 



nel. 

nel. 

nel. 



nel. 

nel. 

nel. 



ber. 

ber. 

Inches. 

Pounds. 

Sq.Ins. 

Inches. 

Inches. 

Inches. 

Pounds. 

Sq. Ins. 

Inches. 

Inches. 



C5 

3 

4.00 

1.19 

1.29 

3.05 

C33 

10 

15.00 

4.46 

6.33 

8.89 

u 

U 

5.00 

1.47 

1.17 

2.93 

a 

u 

20.00 

5.88 

5.96 

8.40 

u 

U 

6.00 

1.76 

1.10 

2.94 

u 

u 

25.00 

7.35 

5-66 

8.14 







u 

u 

30.00 

8.82 

5-41 

8.01 

C9 

4 

5.25 

1.55 

2.08 

3.92 

u 

u 

35.00 

10.29 

5.18 

7.94 

u 

a 

6.25 

1.84 

1.96 

3.80 







a 

a 

7.25 

2.13 

1.88 

3.72 

C41 

12 

20.50 

6.03 

7.68 

10.48 

C13 


6.50 

1.95 

2.79 

4.75 

u 

u 

2500 

7.35 

7-35 

10.07 

5 

a 

U 

30-00 

8.82 

7.06 

9.78 

u 

a 

9.00 

2.65 

2.57 

4.49 

u 

a 

35-00 

10.29 

6.83 

9.59 

u 

u 

11.50 

y .38 

2.35 

4.39 

u 

a 

40.00 

11.76 

6.60 

9.48 

C17 

a 

a 

u 

6 

U 

u 

u 

8.00 

10.50 
13.00 

15.50 

2.38 

3.09 

3.82 

4.56 

3.51 

3.29 

3.08 

2.90 

5.59 

5.29 

5.16 

5-10 

C95 

u 

u 

u 

13 

u 

u 

u 

32.00 

35.00 

37.00 

40.00 

9.30 

1029 

10.88 

11.76 

7.84 

7.66 

7.56 

7.44 

11.88 

11.62 

11.48 

11.32 

C21 

u 

u 

7 

u 

a 

9.75 

12.25 

14.75 

2.85 

3.60 

4.34 

4.21 

4.00 

3.82 

6.41 

6.12 

5.94 

a 

u 

a 

u 

u 

u 

45.00 

50.00 

55.00 

13.24 

14.71 

16.18 

7.22 

7-02 

6.84 

11.10 

10.94 

10.84 

a 

u 

17.25 

5.07 

3.65 

5.85 







a 

u 

19.75 

5.81 

3.49 

5.81 

C53 

15 

33.00 

9.90 

9.51 

12.67 



11.25 

3.35 

4.92 

7.24 

u 

u 

35.00 

10.29 

9.42 

12.58 

C25 

8 

a 

u 

40.00 

11.76 

9.16 

12.28 

u 

u 

13.75 

4.04 

4.72 

6.96 

u 

u 

45.00 

13.24 

8.92 

12.08 

u 

u 

16.25 

4.78 

4.53 

6.77 

a 

a 

50.00 

14.71 

8.72 

11.92 

a 

a 

18.75 

5.51 

4.37 

6.65 

u 

a 

55.00 

16.18 

8.53 

11.81 

a 

a 

21.25 

6.25 

4.22 

6-58 



C29 

9 

13.25 

3.89 

5-62 

8.06 

C65 

18 

45.00 

13.25 

11.48 

14.84 

a 

u 

15.00 

4.41 

5.48 

7.84 

a 

«* 

50.00 

14.71 

11.20 

14.52 

a 

u 

20.00 

5-88 

5.14 

7.46 

u 

u 

55.00 

16.18 

10.98 

14.30 

M 


25.00 

7.35 

4.83 

7.31 

u 

U 

60.00 

17.65 

10.78 

14.18 































































230 CAMBKIA STEEL. 


DIMENSIONS FOR LATTICED CHANNEL 

COLUMNS. 





—I— 

r f 

1 

-A-4<tA 

i‘4 

i- 


\ • 

H d 

d 

X 

-4X- 



k-b— 


Depth 

of 

Channel 

and 

Section 

Number. 

Weight 

per 

Feot. 

t 

b 

d 

H 

c « 

• E 

A 

m 

Pounds. 

Inoh. 

Inches. 

Inches. 

Inches. 

Inches. 

Inohes. 

Inches. 

Inohes. 


8.00 

.20 

3 % 

3 

9* 

2% 

ltt 

2 

1A 

6" 

10.50 

.32 

a 

it 

ii 

44 

ltt 

44 

1A 

C17 

13.00 

.44 

44 

a 

it 

44 

1A 

44 

1A 


15.50 

.56 

a 

a 

ti 

it 

1A 

44 

liV 


9.75 

.21 

4 H 

sy 2 

11 

3H 

2* 

2 H 

1A 

7" 

12.25 

.32 

it 

a 

a 

44 

2A 

44 

1A 

C21 

14.75 

.42 

a 

a 

a 

44 

m 

44 

1A 


17.25 

.53 

it 

a 

it 

44 

lVs 

44 

iy 


19.75 

.63 

it 

a 

it 

ii 

1H 

44 

1 K 

8" 

11.25 

.22 

4H 

4 . 

12 ^ 

3% 

2y 

2V\ 

1H 

13.75 

.31 

it 

it 

a 

44 

2A 

44 

1A 

025 

16.25 

.40 

it 

it 

a 

a 

2H 

44 

1% 


18.75 

.49 

it 

it 

a 

44 

2K 

44 

iy 


21.25 

.58 

it 

it 

a 

44 

2A 

44 

1A 

9" 

13.25 

.23 

5 A 

W 2 

1SH 

4 H 

2% 

3 

lVs 

15.00 

.29 

it 

< ( 

ii 

44 

2H 

44 

1A 

C29 

20.00 

.45 

a 

a 

ii 

44 

2A 

44 

1A 


25.00 

.61 

a 

a 

a 

44 

2% 

44 

IK 

✓ 10" 

15.00 

.24 

5H 

5 

16 y 

4^ 

3H 

3 H 

i y 

20.00 

.38 

a 

it 

ii 

44 

3 

44 

i % 

C33 

25.00 

.53 

a 

it 

it 

4 4 

2Vs 

44 

lK 

. 

30.00 

.68 

a 

a 

it 

44 

2H 

44 

1H 


35.00 

.82 

a 

a 

ii 

ii 

2A 

44 

2A 

12" 

20.50 

.28 

6 ,t* 

6 

18H 

5Vs 

3 n 

4 y 8 

IK 

25.00 

.39 

i i 

4 4 

4 4 

3% 

4 4 

iy 

C41 

30.00 

.51 

a 

it 

44 

44 

3% 

44 

2 


35.00 

.64 

a 

it 

44 

44 

3V 2 

it 

2 y 


40.00 

•76 

a 

a 

44 

44 

3 H 

44 

2H 


33.00 

.40 

m 

7 y 

22^ 

6% 

4H 

6 y 

1 Vs 

15" 

35.00 

.43 

t i 

i i 

44 

44 

4ft 

u 

1U 

40.00 

.52 

a 

a 

14 

44 

4% 

it 

2™ 

C53 

46-00 

.62 

a 

a 

44 

44 

4H 

a 

2 y 


50.00 

.72 

a 

a 

44 

44 

4A 

a 

2K 


56.00 

.82 

a 

n 

44 

44 

4A 

a 

2A 











































CAMBRIA STEEL. 


231 


PROPERTIES OF LATTICED CHANNEL COLUMNS. 


rp 


Depth of Channel 

and 

Section Number. 

Weight 

per 

Foot. 

Axis 1-1. 

Axis 2-2. 

Moment 
of Inertia. 

Section 

Modulus. 

Moment 
of Inertia. 

Section 

Modulus. 

Pounds. 

Inches. 4 

Inches. 3 

Inches. 4 

Inches. 3 


8.00 

26.0 

8.7 

27.0 

7.3 

6" 

10.50 

30.2 

10.1 

31.1 

8.4 

C17 

13.00 

34.6 

11.5 

35.2 

9.5 


15.50 

39.0 

13.0 

38.7 

10.4 


9.75 

42.2 

12.1 

44.0 

10.3 

7* 

12.25 

48.4 

13.8 

50.5 

11.9 

C21 

14.75 

54.4 

15.5 

56.4 

13.3 


17.25 

60.4 

17.3 

61.4 

14.4 


19.75 

66.4 

19.0 

66.5 

15.6 


11.25 

64.6 

16.2 

67.5 

14.0 

8" 

13.75 

72.0 

18.0 

75.8 

15.8 

C25 

16.25 

79.8 

20.0 

84.5 

17.6 


18.75 

87.7 

21.9 

92.3 

19.3 


21.25 

95.6 

23.9 

99.7 

20.8 


13.25 

94.6 

21.0 

92.4 

178 

9* 

15.00 

101.8 

22.6 

100.0 

19.2 

C29 

20.00 

121.6 

27.0 

120.1 

23.1 


25.00 

141.4 

31.4 

139.1 

26.8 


15.00 

133.8 

26.8 

131.7 

23.0 

10" 

20.00 

157.4 

31.5 

158.5 

27.6 

C33 

25.00 

182.0 

36.4 

183.3 

32.0 


30.00 

206.4 

41.3 

205.4 

35.8 


35.00 

231.0 

46.2 

226.0 

39.4 


20.50 

256.2 

42.7 

256.9 

37.9 

12" 

25.00 

288.0 

48.0 

295.6 

43.6 

C41 

30.00 

323.2 

53.9 

335.8 

49.5 


35.00 

358.6 

59.8 

370.5 

54.6 


40.00 

393.8 

65.6 

405.7 

59.8 


33.00 

625.2 

83.4 

618.7 

76.1 


35.00 

639.8 

85.3 

636.1 

78.3 

15" 

40.00 

695.0 

92.7 

700.8 

86.3 

C53 

45.00 

750.2 

100.0 

763.0 

93-9 


60.00 

805.4 

107.4 

819.5 

100.9 


65.00 

860.4 

114.7 

874.3 

107.6 

































232 


CAMBKIA STEEL. 


DIMENSIONS FOR PLATE AND CHANNEL 

COLUMNS. 


r<~- C">k --C—H 


1 



A ^ 

w 




* c 
m 

y' 



A 

** d 


K 

i \ v 



* N 

-T3-7P- 


h—b--*j<-~ 

SERIES A. 


Depth 

of 

Channel 

and 

Section 

Weight 

per 

Foot. 

Size of Plates. 

t 

b 

d 

H 

1 1 

c 

E 

A 

m 

Width. 

Thick¬ 

ness 

t' 

No. 

Pounds. 

Inches. 

Inch. 

Inch. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 


8.0 

8 

X 

.20 

4 

3/ 

10* 

24 

lii 

2 

1* 


<4 

4 4 

% 

4 4 

it 

3 5 /k 

10* 

i t 

4 4 

4 4 

4 4 


10.5 

4 4 

X 

.32 

44 

ax 

10 * 

i 4 

1H 

44 

1 1*5 

6" 

44 

44 


4 4 

44 

3A 

10 * 

44 

4 4 

4 4 

4 4 

C17 

13.0 

4 4 

/ 

.44 

44 

ax 

10 * 

44 

1* 

4 4 

1 


44 

4 4 


4 4 

4 4 

ax 

10 * 

44 

4 4 

4 4 

44 


15.5 

44 

Z 

.56 

4 4 

ax 

10 * 

44 

W 

4 4 



44 

41 

A 

4 4 

44 

ax 

lOtt 

44 

4 4 

4 4 


9.75 

9 

X 

.21 

4H 

ax 

114 

34 

2* 

2/ 

1 * 


44 

4 4 

A 

4 4 

4 4 

4/ 8 

12* 

4 4 

4 4 

4 4 

4 4 


12.25 

4 4 

X 

.32 

4 4 

3M 

114 

44 

1H 

4 4 

1 -5- 
I 16 


44 

4 4 

A 

4 4 

44 

4i/ s 

12* 

44 

4 4 

4 4 

4 4 

ryn 

14.75 

44 

X 

.42 

4 4 

ax 

114 

44 

W 

4 4 

IF 

C21 

44 

4 4 

A 

4 4 

44 

4/8 

12* 

44 

4 4 


17.25 

4 4 

X 

.53 

44 

334 

114 

4 4 

1/ 

4 4 

1/ 


4 4 

4 4 

A 

4 4 

44 

4/ 

12* 

4 4 

4 4 

4 4 

4 4 


19.75 

4 4 

X 

.63 

44 

3»4 

114 

44 

15* 

4 4 

1A 


4 4 

4 4 

A 

44 

4 4 

4/g 

12* 

44 

44 

4 4 

4 4 


11.25 

10 

X 

.22 

5 

44 

134 

3A 

2Z 

2^ 

1/ 


4 4 

4 4 

> 

A 

4 4 

4 4 

4^8 

134 

4 4 

4 4 

t 4 

4 4 


13.75 

4 4 

V* 

.31 

4 4 

4/ 

134 

it 

2* 

4 4 

1* 


4 4 

4 4 

A 

44 

4 4 

4^ 

134 

44 

4 4 

4 4 

4 4 

8" 

16.25 

4 4 

X 

.40 

44 

4/ 

134 

44 

2/ 

4 4 

1** 

Old5 

4 4 

4 4 

b A 

44 

4 4 

4A 

134 

44 

4 4 

4 4 

44 


18.75 

44 

X 

.49 

44 

4/ 

134 

4 4 

2/ 

4 4 

1/ 



4 4 

l 

% 

4 4 

44 

4H 

134 

44 

44 

4 4 

4 4 


21.25 

4 4 

X 

.58 

4 4 

44 

134 

4 4 

2* 

4 4 

llT 




% 

4 4 

4 4 

4A 

134 

44 

4 4 

4 4 

4 4 


13.25 

11 

X 

.23 

5J4 

44 

144 

4/ 

2X 

3 

1 *$ 




A 

4 4 

4 4 

54 

15* 

4 4 

4 4 

4 4 

4 4 


15.00 

4 4 

X 

.29 

44 

44 

14 4 

44 

OIL 
^ 1 6 

4 4 

1 * 

9" 

4 4 

4 4 

A 

4 4 

4 4 

54 

15* 

4 4 

4 4 

4 4 

4 4 

C29 

20.00 

4 4 

X 

.45 

4 4 

44 

144 

44 

2* 

44 

1 * 


4 4 

4 4 

b A 

4 4 

4 4 

54 

15* 

4 4 

4 4 

4 4 

4 4 


25.00 

4 4 

X 

.61 

44 

44 

144 

44 

2/ 

4 4 

IX 


4 4 

4 4 

% 

4 4 

44 

54 

15* 

44 

4 4 

44 

4 4 



























































CAMBRIA STEEL. 


233 




DIMENSIONS FOR PLATE AND CHANNEL 

COLUMNS. 


pe— G~3+e—G—>! 
i,i i 

/t. 'v i_ ch 



V i 

1 —1- 

VI 

-A-V A-: 

rr- 

rf \ 

“ i 

f— 

hr 

E >f&E > 

X 

4 

i 

1 





SERIES A. 


Depth 


Size of Plates. 








Weight 










of 











Channel 

per 

Width. 

Thick- 

t 

b 

d 

H 

c 

E 

A 

m 

and 

Foot. 

ness 









Section 



t' 









No. 

Pounds. 

Inches. 

Inch. 

Inch. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 


15.0 

12 

X 

.24 

6 

bX 

15* 

4 ^ 

ll 

3 

8X 

VA 


It 

i l 

A 

i l 

11 

5 A 

16* 

It 

11 

11 


20.0 

a 

X 

.38 


bX 

15* 

11 

2Vs 

t i 

1 A 


i i 

i t 

A 

l i 

11 

5 A 

16A 

ll 

It 

11 

11 

10 " 

25.0 

i i 

X 

.53 

11 

bX 

15H 

ll 

2 X 

it 

IX 

C33 

it 

i i 

Vs 

i i 

ti 

bA 

16* 

11 

tl 

11 

it 


30.0 

11 

X 

.68 

11 

bX 

15H 

It 

2 * 

It 

1 * 


i t 

t i 

A 

i i 

11 

bA 

16* 

It 

ll 

ll 

11 


35.0 

i t 

X 

.82 

11 

bX 

15* 

It 

2 * 

It 

2 * 


it 

it 

A 

11 

it 

bA 

16* 

ll 

11 

it 

i l 


20.5 

14 

X 

.28 

7 

6X 

18X 

5 A 

11 

3 Vs 

4'A 

IX 


t i 

i t 

% 

i i 

11 

6A 

19* 

11 

11 

11 


25.0 

l i 

X 

.39 

it 

6X 

189* 

It 

8X 

11 

1 A 


it 

il 

% 

i i 

il 

6A 

19* 

11 

ll 

11 

11 

12 " 

30.0 

it 

X 

.51 

ll 

6X 

18% 

ll 

3 A 

11 

2 

C41 

l i 

i i 

% 

i i 

11 

6 A 

19* 

it 

tt 

11 


35.0 

it 

X 

.64 

il 

6X 

18** 

ll 

3 X 

11 

2 A 


“ 

i t 

A 

i t 

11 

6A 

19* 

it 

tl 

11 

11 


40.0 

a 

X 

.76 

ll 

6X 

18* 

tl 

8% 

11 

2X 


i t 

it 

Vs 

11 

i l 

6A 

19* 

It 

It 

11 



33.0 

17 

% 

.40 

8'A 

i i 

7A 

23* 

6% 

4*s 

5X 

1 A 


it 

i t 

X 

i l 

8X 

23* 

ll 

ll 

11 



35.0 

it 

A 

.43 

il 

7A 

23* 

• * 

4* 

11 

1 * 


i i 

it 

X 

i l 

il 

8X 

23* 

It 

11 

i t 


15" 

40.0 

a 

A 

.52 

ti 

•7 A 

23* 

11 

4* 


2 

C53 

n 

a 

X 

11 

it 

8X 

23* 

11 




45.0 

a 

A 

.62 

it 

7 A 

23* 

it 

4 A 


2A 


i i 

it 

X 

11 

11 

8X 

23* 

it 

11 




50.0 

a 

A 

.72 

11 

7 A 

23* 

it 

4* 


2X 


i t 

a 

X 

i i 

11 

8X 

23* 

it 

11 




55.0 

it 

A 

.82 

a 

7 A 

23* 

It 

4 # 


2 * 



a 

X 

t i 

ti 

8X 

23* 

i i 




t 













































































234 CAMBBIA STEEL. 


DIMENSIONS FOR PLATE AND CHANNEL 

COLUMNS. 


pe— G—>1«~ 

i i * ' 



t~;— 

V 

pr 

X 

A- x A : 

*' d 

m -l 


^E^E^ 

V 


d 

1 v 

W- 


J<—b—9j*— 

SERIES B. 


Depth 

of 

Channel 

and 

Section 

Weight 

per 

Foot. 

Size of Plates. 

t 

b 

d 


1 « 

E 

A 

m 

Width. 

Thick¬ 

ness 

t' 

H 

c 

Ko. 

Pounds. 

Inches. 

Inch. 

Inch. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 


8.0 

9 


.20 

4 H 

sx 

114 

34 

2* 

2H 

1* 


4 4 

4 4 

6 /s 

4 4 

4 4 

3 b A 

11* 

i 4 

4 4 

4 4 

4 4 


10.5 

44 

K 

.32 

4 4 

sx 

114 

4 4 

2* 

it 

1 -5- 
•*■16 

6" 

4 i 

4 < 


4 4 

4 4 

SVs 

11* 

44 

4 4 

4 4 

4 4 

C17 

13.0 

44 


.44 

44 

sx 

114 

4 4 

2* 

4 4 

1* 


4 4 

4 4 


44 

4 4 

sx 

11* 

If 

4 4 

4 4 

4 4 


15.5 

4 4 


.56 

44 

sx 

114 

4 4 

ltt 

4 4 

1* 


4 4 

44 

Ks 

44 

4 4 

sy 8 

11* 

44 

4 4 

4 4 

4 4 


9.75 

11 


.21 

bX 

sx 

13* 

44 

3* 

sx 

1* 


4 4 

4 4 

H 

4 4 

4 4 

4y 8 

134 

4 4 

4 4 

4 4 

4 4 


12.25 

4 4 

K 

.32 

4 4 

3X 

13* 

4 i 

2 H 

4 4 

1* 


4 4 

4 4 

5 /s 

4 4 

4 4 

4 X 

134 

44 

4 4 

44 

* 4 

7" 

14.75 

4 4 

K 

.42 

44 

sx 

13* 

i 4 

2 M 

44 

llT 

C21 

4 i 

4 4 


4 4 

44 

4 Vs 

134 

44 

4 4 

44 

44 


17.25 

4 4 

K 

.53 

44 

sx 

13* 

44 

2X 

4 4 

IX 


4 4 

4 4 


4 4 

44 

4 Vs 

134 

44 

4 4 

44 

4 4 


19.75 

4 4 

X 

.63 

4 4 

3V4 

13* 

a 

2 V6 

4 4 

IX 


4 4 

4 4 

X 

4 4 

4 4 

4H 

134 

n 

4 4 

44 

4 4 


11.25 

12 

X 

.22 

6 

44 

14H 

44 

3* 

sx 

IX 



4 4 

x 

4 4 

4 4 

44 

154 

4 1 

4 4 

4 4 

a 


13.75 

4 4 

X 

.31 

4 4 

44 

14H 

4 1 

3* 

4 4 

1* 

8" 


4 4 

% 

4 4 

4 4 

44 

154 

14 

4 4 

44 

4 4 

C25 

16.25 

4 4 

X 

.40 

44 

44 

14H 

4 4 

3V£ 

44 

IX 



4 4 

% 

4 4 

4 4 

44 

154 

4 4 

4 4 

4 4 

44 


18.75 

44 

X 

.49 

44 

44 

14tt 

4 4 

sx 

4 4 

IX 




X 

* 4 

44 

44 

154 

44 

44 

4 4 

44 


21.25 

4 4 

X 

.58 

44 

44 

14ft 

44 

3* 

44 

1* 




X 

4 4 

44 

44 

154 

44 

4 4 

4 4 

4 4 


13.25 

13 

X 

.23 

6 V£ 

44 

164 

54 

sx 

4 

IX 




% 

4 4 

4 4 

54 

16* 

4 4 

4 4 

44 

4 4 

9* 

15.00 

4 4 

X 

.29 

4 4 

44 

164 

4 4 

3tt 

4 4 

1* 

C29 

4 4 

44 

% 

44 

44 

54 

16* 

4 4 

4 4 

44 

<1 


20.00 

44 

X 

.45 

44 

44 

164 

44 

3* 

44 

1* 




b A 

44 

44 

54 

16* 

44 

4 4 

44 

44 


25.00 

44 

X 

.61 

44 

44 

164 

4 4 

sx 

44 

1M 




1 b A 

44 

44 

54 

16* 

4 4 

a 

44 

44 

























































CAMBRIA STEEL. 235 


DIMENSIONS FOR PLATE AND CHANNEL 

COLUMNS. 


r<—C—>k--C— 
I,' i 



V 1 

T“}- 

t' I 

Wf 

X 

•A-4*-A-5 

J- 

d 

m 4 



-t] 

d 

K 

i V 



!<—b--^—bV*t 


SERIES B. 


Depth 


Size of Plates. 

1 







Weight 









of 










Channel 

per 

Width. 

Thick- 

t 

b 

d 

H 

c 

E 

A 

m 

and 

Foot. 

ness. 









Section 

No. 



t' 









Pounds. 

Inches. 

Inch. 

Inch. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 


15.0 

15 

% 

.24 

7H 

5% 

18fk 

6 


4% 

IV 


4 4 

4 4 

% 

4 4 

4 4 

5 Vs 

18% 

4 4 

4 4 

4 4 

4 4 


20.0 

4 4 

% 

.38 

4 4 

5% 

18A 

44 

4% 

4 4 

lVs 


4 4 

4 4 

6 /6 

4 4 

4 4 

5 Vs 

18% 

4 4 

4 4 

4 4 

4 4 

10" 

25.0 

44 

% 

.53 

44 

5% 

18ft 

4 4 

4% 


1% 

C33 

4 4 

4 4 

% 

4 4 

4 4 

5Vs 

18 % 

4 4 

4 4 

4 4 

4 4 


30.0 

4 4 

*4 

.68 

44 

5% 

18ft 

4 4 

4ft 


1H 


4 4 

4 4 

Vs 

4 4 

4 4 

5 Vs 

18% 

4 4 

4 4 

4 4 

4 4 


35.0 

4 4 

% 

.82 

4 4 

5% 

18 A 

4 4 

o 16 


2ft 


44 

4 4 

% 

4 4 

4 4 

5Vs 

18% 

4 4 

4 4 

4 4 

44 


20.5 

16 

% 

.28 

8 

6 % 

20ft 

6% 

4% 

5% 

1% 


< 4 

4 4 

Vs 

4 4 

4 4 

6Vs 

20% 

4 4 

4 4 

4 4 

4 4 


25.0 

44 

% 

.39 

4 4 

614 

20ft 

4 4 

4% 


lVs 

12" 

4 4 

4 4 

Vs 

4 4 

4 4 

GVs 

20% 

4 4 




C41 

30.0 

$4 

4 

.51 

4 4 

614 

20ft 

4 4 

4% 


2 


4 4 

4 4 

Vs 

4 4 

4 4 

6Vs 

20% 

4 4 

4 4 


4 4 


35.0 

4 4 

4 

.64 

4 4 

614 

20 ft 

4 4 

4j/2 


2Vs 


4 4 

44 

5* 

4 4 

4 4 

6Vs 

20% 

4 4 

4 4 




40.0 

4 4 

4 

.76 

4 4 

6% 

20ft 

4 4 

4% 


2% 


4 4 

4 4 

% 

4 4 

4 4 

6 Vs 

20% 

4 4 





33.0 

20 

% 

.40 

10 

7 Vs 

25ft 

8% 

6% 

6% 

lVs 


44 

4 4 

% 

4 4 

4 4 

8 % 

25ft 

4 4 





35.0 

4 4 

% 

.43 

4 4 

7% 

25ft 

4 4 

6ft 


1ft 


4 4 

4 4 

% 

4 4 

4 4 

8% 

25ft 

4 4 




15" 

40.0 

4 4 

% 

.52 

4 4 

7Vs 

25ft 

4 4 

6% 


2 

C53 

44 

4 4 

% 

4 4 

4 4 

8 % 

25ft 





45.0 

4 4 

Vs 

.62 

4 4 

7 Vs 

25ft 

4 4 

6% 


2% 


44 

4 4 

% 

4 4 

4 4 

814 

25ft 

4 4 





50.0 

4 4 

Vs 

.72 

4 4 

7 Vs 

25ft 

44 

6 ft 


2% 


44 

4 4 

V 

4 4 

4 4 

8% 

25ft 

4 4 





55.0 

44 

Vs 

.82 

4 4 

7Vs 

25ft 

4 4 



2 & 


4 4 

44 

% 

4 4 

4 4 

8 % 

25ft 

















































































236 


CAMBRIA STEEL. 


MOMENTS OF INERTIA AND 
SECTION MODULI FOR 
PLATE AND CHAN¬ 
NEL COLUMNS. 


t 

. A ■ - 

- O-, 




r 





^7“ 



2 


De^th 

Chan¬ 

nel 

and 

Section 

Num¬ 

ber. 

Weight 

per 

Foot. 

SERIES A. 

SERIES B. 

3 

vi 

P-. 

C4-« 

O 

•5 

£ 

Thickness of Plate. 

Axis 1-1. 

Axis 2-2 

a> 

s 

O 

• r—i 

E* 

Thickness of Plate. 

Axis 1-1. 

Axis 2-2. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 


Lbs. 

In. 

In. 

Ins. 4 

Ins.3 

Ins. 4 

Ins.3 

In. 

In. 

Ins. 4 

Ins.3 

Ins. 4 

Ins.3 


8.00 

8 

A 

65.1 

20.0 

48.4 

12.1 

9 

A 

70.0 

21.5 

69.6 

15.5 


« 

U 

A 

75.9 

22.9 

53.7 

13.4 

a 

A 

82.1 

24.8 

77.2 

17.2 


U 

U 

A 

87.0 

25.8 

59.0 

14.8 

u 

A 

94.7 

28.1 

84.8 

18.9 

o 

U 

u 

A 

98.6 

28.7 

64.4 

16.1 

u 

A 

107.8 

31.4 

92.4 

20.5 

C 17 

u 

a 

Vi 

110.7 

31.6 

69.7 

17.4 

u 

Vl 

121.3 

34.6 

100.0 

22.2 


u 

u 

A 

123.1 

34.6 

75.0 

18.8 

u 

A 

135.3 

38.0 

107.6 

23.9 


u 

a 

A 

136.1 

37.5 

80.4 

20.1 

a 

Ks 

149.8 

41.3 

115.2 

25.6 


10.50 

8 

A 

69.3 

21.3 

52.5 

13.1 

9 

A 

74.2 

22.8 

76.5 

17.0 


U 

U 

A 

80.1 

24.2 

57.8 

14.5 

a 

A 

86.3 

26.1 

84.1 

18.7 


u 

U 

3 /s 

91.2 

27.0 

63.1 

15.8 

u 

3 A 

98.9 

29.3 

91.7 

20.4 

o 

u 

U 

A 

102.8 

29.9 

68.5 

17.1 

u 

A 

112.0 

32.6 

99.3 

22.1 

C 17 

u 

u 

Vl 

114.9 

32.8 

73.8 

18.5 

u 

Vi 

125.5 

35.8 

106.9 

23.8 


u 

u 

A 

127.3 

35.7 

79.1 

19.8 

u 

A 

139.5 

39.2 

114.5 

25.4 


a 

u 


140.3 

38.7 

84.5 

21.1 

u 

H 

154.0 

42.5 

122.1 

27.1 


13.00 

8 


73.7 

22.7 

56.5 

14.1 

9 

A 

78.6 

24.2 

83.4 

18.5 




A 

84.5 

25.5 

61.9 

15.5 

U 

A 

90.7 

27.4 

91.0 

20.2 


a 

u 

A 

95.6 

28.3 

67.2 

16.8 

u 

3 A 

103.3 

30.6 

98.6 

21.9 

o 

u 


A 

107.2 

31.2 

72.5 

18.1 

u 

A 

116.4 

33.9 

106.2 

23.6 

O 1 / 



Vi 

119.3 

34.1 

77.9 

19.5 

u 

Vi 

129.9 

37.1 

113.7 

25.3 


u 


:A 

131.7 

37.0 

83.2 

20.8 

a 

A 

143.9 

40.4 

121.3 

27.0 




A 

144.7 

39.9 

88.5 

22.1 

u 

Ks 

158.4 

43.7 

128.9 

28.7 


15.50 

8 

A 

78.1 

24.0 

60.0 

15.0 

9 

A 

83.0 

25.5 

89.5 

19.9 




A 

88.9 

26.8 

65.4 

16.3 

U 

A 

95.1 

28.7 

97.1 

21.6 




A 

100.0 

29.6 

70.7 

17.7 

U 

A 

107.7 

31.9 

104.7 

23.3 

D 

n i n 



A 

111.6 

32.5 

76.0 

19.0 

u 

A 

120.8 

35.1 

112.3 

25.0 

Vj Jl / 

“1 


Vi 

123.7 

35.3 

81.4 

20.3 

u 

A 

134.3 

38.4 

119.9 

26.6 




A 

136.1 

38.2 

86.7 

21.7 

u 

A 

148.3 

41.6 

127.4 

28.3 




A 

149.1 

41.1 

92.0 

23.0 

u 

A 

162.8 

44.9 

135.0 

30.0 





































































CAMBRIA STEEL. 


237 


MOMENTS OF INERTIA AND 
SECTION MODULI FOR 
PLATE AND CHAN¬ 
NEL COLUMNS. 


2 


—- 

rv- 




r 

i 

A 





u ' 


2 


Depth 


SERIES A. 

SERIES B. 

of 

Chan- 

Weight 

3 

<a 

3 

Aiis 1-1. 

Axis 2-2. 

CL* 

-♦-> 

od 

<D 

d 

Axis 1-1. 

Axis 2-2. 

nel 

per 

Ph 

C/3 

Mo- 

Section 

Mo- 

Section 

P-J 

CO 

Mo- 

Section 

Mo- 

Section 

and 

Foot. 

o 

C/3 

merit 

merit 

o 

<x> 

ment 

ment 

Section 




of 

Mod- 

of 

Mod- 



of 

Mod- 

of 

Mod- 

Num¬ 

ber. 


• iH 

e 

Inertia. 

ulus. 

Inertia. 

ulus. 

•H 

• r—i 

-cq 

E-« 

Inertia 

ulus. 

Inertia. 

ulus. 

Lbs. 

In. 

In. 

Ins. 4 

Ins.3 

Ins. 4 

Ins.3 

In. 

In. 

Ins. 4 

Ins.3 

Ins. 4 

Ins.3 


9.75 

9 

A 

101.4 

27.0 

70.6 

15.7 

11 

A 

114.5 

30.5 

130.9 

23.8 


U 

U 

■jj* 

117.4 

30.8 

78.1 

17.4 

« 

TS 

134.2 

35.2 

144.7 

26.3 


U 

U 


134.1 

34.6 

85.8 

19.1 

U 

A 

154.5 

39.9 

158.6 

28.8 

7" 

C 21 

u 

u 

7 

151.3 

38.4 

93.4 

20.8 

a 

T6 

175.5 

44.6 

172.5 

31.4 

a 

u 


169.0 

42.2 

101.0 

22.4 

u 

H 

197.1 

49.3 

186.3 

33.9 

u 

a 

O’ 

187.2 

46.1 

108.5 

24.1 

u 

9 

16 

219.5 

54.0 

200.2 

36.4 


a 

u 


206.2 

50.0 

116.1 

25.8 

u 

5 /^ 

242.5 

58.8 

214.1 

38.9 


a 

u 


225.6 

53.9 

123.8 

27.5 

u 

11 

16 

266.3 

63.6 

227.9 

41.4 


u 

u 


245.5 

57.8 

131.3 

29.2 

u 

M 

290.7 

68.4 

241.8 

44.0 


12.25 

9 

M 

107.6 

28.7 

76.3 

17.0 

11 

A 

120.7 

32.2 

144.0 

26.2 


a 

U 

A 

123.6 

32.4 

83.9 

18.6 

u 

5 

16 

140.4 

36.8 

157.9 

28.7 


u 

u 


140.3 

36.2 

91.5 

20.3 

u 

3 /* 

160.7 

41.5 

171.8 

31.2 

tyff 

u 

u 

O' 

157.5 

40.0 

99.1 

22.0 

a 

* 

181.7 

46.1 

185.6 

33.8 

C21 

u 

u 


175.2 

43.8 

106.7 

23.7 

u 

A 

203.3 

50.8 

199.5 

36.3 

u 

u 


193.4 

47.6 

114.3 

25.4 

« 

9 

16 

225.7 

55.6 

213.4 

38.8 


a 

u 

5 A 

212.4 

51.5 

121.9 

27.1 

u 

6 /s 

248.7 

60.3 

227.2 

41.3 


u 

u 

ji 

231.8 

55.4 

129.5 

28.8 

u 

11 

1 6 

272.5 

65.1 

241.1 

43.8 


u 

u 

M 

251.7 

59.2 

137.1 

30.5 

u 

3 A 

296.9 

69.9 

255.0 

46.4 


14.75 

9 


113.6 

30.3 

81.5 

18.1 

11 

A 

126.7 

33.8 

156.3 

28.4 


U 

u 

5 

129.6 

34.0 

89.1 

19.8 

u 

5 

1 6 

146.4 

38.4 

170.1 

30.9 


U 

u 

% 

146.3 

37.7 

96.7 

21.5 

u 

3 /s 

166.7 

43.0 

184.0 

33.5 

rjn 

a 

u 

7 

163.5 

41.5 

104.3 

23.2 

u 

tV 

187.7 

47.7 

197.8 

36.0 

C 21 

a 

u 

y 2 

181.2 

45.3 

111.9 

24.9 

u 

A 

209.3 

52.3 

211.7 

38.5 

a 

u 

9 

16 

Vs 

199.4 

49.1 

119.5 

26.5 

a 

9 

1 6 

231.7 

57.0 

225.6 

41.0 


u 

u 

218.4 

53.0 

127.1 

28.2 

u 

5 /s 

254.7 

61.8 

239.4 

43.5 


u 

u 

IX 

237.8 

56.8 

134.7 

29.9 

u 

11 

1 6 

278.5 

66.5 

253.3 

46.1 


u 

u 

A 

257.7 

60.6 

142.3 

31.6 

u 

*A 

302.9 

71.3 

267.2 

48.6 


17.25 

9 


119.6 

31.9 

85.9 

19.1 

11 

A 

132.7 

35.4 

167.1 

30.4 


U 

a 

_5_ 

135.6 

35.6 

93.4 

20.8 

u 

5 

16 

152.4 

40.0 

181.0 

32.9 


a 

u 

Vs 

152.3 

39.3 

101.1 

22.5 

u 

3 /6 

172.7 

44.6 

194.9 

35.4 

r yr* 

C 21 

a 

u 

7 

16 

169.5 

43.1 

108.7 

24.2 

u 

7 

1 6 

193.7 

49.2 

208.7 

38.0 

a 

u 

187.2 

46.8 

116.2 

25.8 

u 

A 

215.3 

53.8 

222.6 

40.5 

u 

u 

9 

16 

5 A 

205.4 

50.6 

123.8 

27.5 

u 

9 

1 6 

237.7 

58.5 

236.5 

43.0 


u 

u 

224.4 

54.4 

131.4 

29.2 

a 

5 /6 

260.7 

63.2 

250.3 

45.5 


u 

u 

H 

243.8 

58.2 

139.1 

30.9 

« 

f« 

284.5 

67.9 

264.2 

48.0 


u 

u 

3 A 

263.7 

62.1 

146.6 

32.6 

u 

A 

308.9 

72.7 

278.1 

50.6 


19.75 

9 

M 

125.6 

33.5 

90.3 

20.1 

11 

A 

138.7 

37.0 

178.2 

32.4 


U 

u 

TS 

141.6 

37.1 

97.9 

21.8 

u 

5 

16 

158.4 

41.5 

192.0 

34.9 


U 

a 

3 A 

158.3 

40.8 

105.5 

23.4 

u 

3 A 

178.7 

46.1 

205.9 

37.4 


u 

a 

TS 

175.5 

44.6 

113.1 

25.1 

u 

7 

16 

199.7 

50.7 

219.7 

40.0 

7 

C 21 

u 

u 

A 

TS 

5 A 

193.2 

48.3 

120.7 

26.8 

u 


221.3 

55.3 

233.6 

42.5 

u 

u 

211.4 

52.0 

128.3 

28.5 

u 

9 

1 6 

243.7 

60.0 

247.5 

45.0 


a 

u 

230.4 

55.9 

135.9 

30.2 

u 

H 

266.7 

64.7 

261 3 

47.5 


u 

u 


249.8 

59.7 

143.5 

31.9 

u 

H 

290.5 

69.4 

275.2 

50.0 


a 

u 

3 A 

269.7 

63.5 

151.1 

33.6 

u 

H 

314.9 

74.1 

289.1 

52.6 


























































238 


CAMBRIA STEEL. 


MOMENTS OF INERTIA AND 
SECTION MODULI FOR 
PLATE AND CHAN¬ 
NEL COLUMNS. 



Depth 


SERIES A. 

SERIES B. 

of 

Chan- 

Weight 

1 

3 

Axis 1-1. 

Axis 2-2. 


& 

£ 

Axis 1-1. 

Axis 2-2. 

nel 

and 

per 

Foot. 

<4~* 

o 

CO 

CO 

CD 

Mo¬ 

ment 

Section 

Mo¬ 

ment 

Section 

o 

d 

% 

a> 

Mo¬ 

ment 

Section 

Mo¬ 

ment 

Section 

Section 


+3 


of 

Mod- 

of 

Mod- 

-*-» 


of 

Mod- 

of 

Mod- 

Num- 


& 

fl 

Inertia. 

ulus. 

Inertia. 

ulus. 


• H 

e 

Inertia. 

ulus. 

Inertia. 

ulus. 


Lbs. 

In. 

In. 

Ins.4 

Ins.3 

Ins.4 

Ins.3 

In. 

In. 

Ins .-1 

Ins.3 

Ins.4 

Ins.3 


11.25 

10 

A 

149.7 

35.2 

104.0 

20.8 

12 

34 

166.7 

39.2 

181.1 

30.2 


U 

U 

TS 

172.6 

40.0 

114.4 

22.9 

U 


194.2 

45.0 

199.1 

33.2 


U 

u 

A 

196.2 

44.9 

124.9 

25.0 

U 

Vs 

222.5 

50.9 

217.1 

36.2 

8" 

u 

u 

TS 

220.5 

49.7 

135.3 

27.1 

U 

VO 

251.7 

56.7 

235.1 

39.2 

C 25 

u 

u 


245.4 

54.5 

145.7 

29.1 

U 

34 

281.6 

62.6' 

253.1 

42.2 


u 

u 

iTV 

271.1 

59.4 

156.1 

31.2 

u 

To 

312.4 

68.5 

271.1 

45.2 


u 

u 

A 

297.5 

64.3 

166.5 

33.3 

u 

5 A 

344.1 

74.4 

289.1 

48.2 


u 

u 

H 

324.6 

69.2 

176.9 

35.4 

u 

H 

376.6 

80.3 

307.1 

51.2 


a 

u 

A 

352.4 

74.2 

187.4 

37.5 

u 

% 

410.0 

86.3 

325.1 

54.2 


13.75 

10 

A 

157.1 

37.0 

111.6 

22.3 

12 

A 

174.1 

41.0 

196.4 

32.7 


a 

u 

vs 

180.0 

41.7 

122.0 

24.4 

« 


201.6 

46.8 

214.4 

35.7 


u 

u 

A 

203.6 

46.5 

132.4 

26.5 

a 

H 

229.9 

52.6 

232.4 

38.7 

8" 

u 

a 

rs 

227.9 

51.4 

142.8 

28.6 

u 


259.1 

58.4 

250.4 

41.7 

C25 

a 


A 

252.8 

56.2 

153.2 

30.6 

u 

34 

289.0 

64.2 

268.4 

44.7 




Vs 

278.5 

61.0 

163.6 

32.7 


To 

319.8 

70.1 

286.4 

47.7 


u 

a 

^8 

304.9 

65.9 

174.1 

34.8 

u 

A 

351.5 

76.0 

304.4 

50.7 


a 

u 

H 

332 0 

70.8 

184.5 

36.9 

u 

H 

384.0 

81.9 

322.4 

53.7 


u 

u 

A 

359.8 

75.8 

194.9 

39.0 

u 

X 

417.4 

87.9 

340.4 

56.7 


16.25 

10 

A 

164.9 

38.8 

119.4 

23.9 

12 

A 

181.9 

42.8 

212.5 

35.4 





187.8 

43.6 

129.8 

26.0 

« 

A 

209.4 

48.6 

230.5 

38.4 


U 


A 

211.4 

48.3 

140.2 

28.0 

u 

Vs 

237.7 

54.3 

248.5 

41.4 

8" 



TS 

235.7 

53.1 

150.6 

30.1 

u 

T7> 

266.9 

60.1 

266.5 

44.4 

C 25 



Vi 

260.6 

57.9 

161.0 

32.2 

u 

34 

296.8 

66.0 

284.5 

47.4 




TS 

286.3 

62.8 

171.5 

34.3 


TS 

327.6 

71.8 

302.5 

50.4 




A 

312.7 

67.6 

181.9 

36.4 

u 

Vs 

359.3 

77.7 

320.5 

53.4 




H 

339.8 

72.5 

192.3 

38.5 

u 

H 

391.8 

83.6 

338.5 

56.4 




% 

367.6 

77.4 

202.7 

40.5 

u 

A 

425.2 

89.5 

356.5 

59.4 


18.75 

10 

'A 

172.7 

40.6 

126.3 

25.3 

12 

A 

189.7 

44.6 

227.3 

37.9 




A 

195.6 

45.4 

136.7 

27.4 

U 

V6 

217.2 

50.4 

245.3 

40.9 





219.2 

50.1 

147.2 

29.4 

U 

Vs 

245.5 

56.1 

263.3 

43.9 

8" 



IT 

243.5 

54.9 

157.6 

31.5 

u 

TS 

274.7 

61.9 

281.3 

46.9 

C 25 



Vi 

268.4 

59.7 

168.0 

33.6 

u 

H 

304.6 

67.7 

299.3 

49.9 




h 

294.1 

64.5 

178.4 

35.7 


A 

335.4 

73.5 

317.3 

52.9 




% 

320.5 

69.3 

188.8 

37.8 

u 

A 

367.1 

79.4 

335.3 

55.9 




H 

347.6 

74.2 

199.2 

39.9 

u 

H 

399.6 

85.2 

353.3 

58.9 




'A 

375.4 

79.0 

209.7 

41.9 

u 

A 

433.0 

91.2 

371.3 

61.9 


21.25 

10 

A 

180.7 

42.5 

133.0 

26.6 

12 

A 

197.7 

46.5 

241.7 

40.3 




TS 

203.6 

47.2 

143.4 

28.7 

u 

A 

225.2 

52.2 

259.7 

43.3 




X 

227.2 

51.9 

153.8 

30.8 

u 

A 

253.5 

58.0 

277.7 

46.3 

8" 



IS 

251.5 

56.7 

164.2 

32.8 

u 

A 

282.7 

63.7 

295.7 

49.3 

C 25 



Vi 

276.4 

61.4 

174.6 

34.9 

u 

34 

312.6 

69.5 

313.7 

52.3 




TS 

302.1 

66.2 

185.0 

37.0 

u 

3JB 

343.4 

75.3 

331.7 

55.3 




b /s 

328.5 

71.0 

195.5 

39.1 

a 

A 

375.1 

81.1 

349.7 

58.3 




l"6 

355.6 

75.9 

205.9 

41.2 

u 

H 

407.6 

87.0 

367.7 

61.3 




k 

383.4 

80.7 

216.3 

43.3 

u 

A 

441.0 

92.8 

385.7 

64.3 




















































CAMBRIA STEEL. 


239 


MOMENTS OF INERTIA AND 
SECTION MODULI FOR 
PLATE AND CHAN¬ 
NEL COLUMNS. 


2 






. 



r 

i 

1 








2 


Depth 

of 

Chan¬ 

nel 

and 

Section 

Num¬ 

ber. 

Weight 

per 

Foot. 

SERIES A. 

SERIES B. 

s 

^cd 

o 

•T3 

• H 

<x> 

od 

e«-4 

O 

o n 
aa 
<© 
PJ 
M 

o 

• r-4 

f2 

Aiis 1-1. 

Aiis 2-2. 

s 

cd 

S 

o 

-a 

r C* 

•rH 

a> 

od 

«*-« 

o 

c n 

C/2 

<X> 

J=3 

o 

*J3 

E-< 

Aiis 1-1. 

Aiis 2-2. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 


Lbs. 

In. 

In. 

Ins. 4 

Ins. 3 

Ins. 4 

Ins. 3 

In. 

In. 

Ins. 4 

Ins. 3 

Ins. 4 

Ins. 3 


13.25 

11 

M 

212.3 

44.7 

147.9 

26.9 

13 

H 

233.7 

49.2 

244.3 

37.6 


U 

« 

T6 

243.8 

50.7 

161.8 

29.4 

« 

fa 

270.8 

56.3 

267.2 

41.1 


U 

a 

Vs 

276.0 

56.6 

175.6 

31.9 

U 

Vs 

308.9 

63.4 

290.1 

44.6 

9" 

u 

a 

16 

309.0 

62.6 

189.4 

34.4 

U 

T6 

348.1 

70.5 

313.0 

48.2 

C 29 

u 

u 

Vi 

343.0 

68.6 

203.3 

37.0 

u 

A 

388.2 

77.6 

335.9 

51.7 


u 

a 


377.9 

74.7 

217.3 

39.5 

u 

ft 

429.3 

84.8 

358.8 

55.2 


a 

u 

Vs 

413.5 

80.7 

231.1 

42.0 

u 

5 A 

471.5 

92.0 

381.6 

58.7 


a 

u 

H 

449.9 

86.7 

244.9 

44.5 

u 

H 

514.7 

99.2 

404.5 

62.2 


a 

u 

3 /i 

487.5 

92.9 

258.8 

47.1 

u 

% 

558.9 

106.5 

427.4 

65.8 


15.00 

li 

A 

219.5 

46.2 

155.4 

28.3 

13 

H 

240.9 

50.7 

258.5 

39.8 


u 

u 

IT 

251.0 

52.2 

169.3 

30.8 

a 

5 

16 

278.0 

57.8 

281.4 

43.3 


a 

u 

Vs 

283.2 

58.1 

183.1 

33.3 

u 

% 

316.1 

64.9 

304.3 

46.8 

Q" 

u 

a 

TS 

316.2 

64.0 

197.0 

35.8 

u 

fa 

355.3 

72.0 

327.2 

50.3 

C 29 

a 

u 

A. 

350.2 

70.0 

210.9 

38.3 

u 

A 

395.4 

79.1 

350.1 

53.9 

a 

u 

IT 

385.1 

76.1 

224.8 

40.9 

u 

T6 

436.5 

86.2 

373.0 

57.4 


u 

u 

Vs 

420.7 

82.1 

238.6 

43.4 

u 

5 A 

478.7 

93.4 

395.8 

60.9 


u 

u 

H 

457.1 

88.1 

252.4 

45.9 

u 

H 

521.9 

100.6 

418.7 

64.4 


a 

a 

/•4 

494.7 

94.2 

266.3 

48.4 

u 

H 

566.1 

107.8 

441.6 

67.9 


20.00 

11 

M 

239.3 

50.4 

175.6 

31.9 

13 


260.7 

54.9 

297.0 

45.7 


a 

a 

fs 

270.8 

56.3 

189.5 

34.5 

U 

* 

297.8 

61.9 

319.9 

49.2 


u 

u 

% 

303.0 

62.2 

203.3 

37.0 

a 

H 

335.9 

68.9 

342.8 

52.7 

Q" 

a 

u 

lT 

336.0 

68.0 

217.1 

39.5 

u 

fa 

375.1 

76.0- 

365.7 

56.3 

<7 

n. oq 

a 

a 

A 

370.0 

74.0 

231.0 

42.0 

a 

A 

415.2 

83.0 

388.6 

59.8 


u 

a 

T V 

404.9 

80.0 

244.9 

44.5 

u 

fa 

456.3 

90.1 

411.5 

63.3 


a 

a 

^8 

440.5 

86.0 

258.8 

47.1 

u 

5 A 

498.5 

97.3 

434.3 

66.8 


a 

u 

H 

476.9 

91.9 

272.6 

49.6 

u 

H 

541.7 

104.4 

457.2 

70.3 


a 

a 

M 

514.5 

98.0 

286.5 

52.1 

u 

H 

585.9 

111.6 

480.1 

73.9 


25.00 

li 


259.1 

54.5 

194.6 

35.4 

13 

H 

280.5 

59.1 

333.9 

51.4 


a 

a 


290.6 

60.4 

208.5 

37.9 

U 

5 

16 

317.6 

66.0 

356.8 

54.9 


a 

a 

^8 

322.8 

66.2 

222.3 

40.4 

u 


355.7 

73.0 

379.7 

58.4 

r\rr 

u 

a 

A 

355.8 

72.1 

236.1 

42.9 

u 

fa 

394.9 

80.0 

402.5 

61.9 

y 

n nft 

a 

a 

y> 

389.8 

78.0 

250.1 

45.5 

u 

V2 

435.0 

87.0 

425.4 

65.5 

t 400 

u 

a 

rs 

424.7 

83.9 

264.0 

48.0 

u 

fa 

476.1 

94.1 

448.3 

69.0 


u 

a 

y% 

460.3 

89.8 

277.8 

50.5 

u 

V* 

518.3 

101.1 

471.2 

72.5 


a 

u 

H 

496.7 

95.8 

291.6 

53.0 

u 

u 

561.5 

1 108.2 

494.1 

76.0 


a 

a 


534.3 

101.8 

305.5 

55.6 

u 

H 

605.7 

115.4 

517.0 

79.5 





























































240 


CAMBRIA STEEL. 


MOMENTS OF INERTIA AND 
SECTION MODULI FOR 
PLATE AND CHAN¬ 
NEL COLUMNS. 



Depth 




SERIES A. 




SERIES B. 


of 

Chan- 

Weight 

<£> 

-»-» 

od 

3 

£ 

S 

CO 

CO 

CD 

Aiis 1-1. 

Aiis 2-2. 

3 

3 

3 

Aiis 1-1. 

Aiis 2-2. 

nel 

and 

per 

Foot. 

o 

Mo¬ 

ment 

Section 

Mo¬ 

ment 

Section 

o 

g? 

o. 

Mo¬ 

ment 

Section 

Mo¬ 

ment 

Section 

Section 




of 

Mod- 

of 

Mod- 



of 

Mod- 

of 

Mod- 

Num¬ 

ber. 



’-a 

E-« 

Inertia. 

ulus. 

Inertia. 

ulus. 


• H 
-*=> 

Inertia. 

ulus. 

Inertia. 

ulus. 

Lbs. 

In. 

In. 

Ins. 4 

Ins. 3 

Ins.4 

Ins. 3 

In. 

In. 

Ins. 4 

Ins. 3 

Ins. 4 

Ins. 3 


15.0 

12 

Vi 

201.4 

55.5 

195.4 

32.6 

15 

Vi 

356.8 

63.0 

381.8 

50.9 


U 

« 


333.3 

62.7 

213.4 

35.6 

U 

'16 

383.3 

72.1 

417.0 

55.6 


u 

a 

% 

376.1 

70.0 

231.4 

38.6 

a 

Vs 

436.7 

81.2 

452.1 

60.3 

10 " 

u 

u 

tV 

419.9 

77.2 

249.4 

41.6 

u 

T6 

491.6 

90.4 

487.3 

65.0 

C 33 

u 

u 

Vi 

464.8 

84.5 

267.4 

44.6 

u 


547.6 

99.6 

522.4 

69.7 

a 

u 

A 

510.7 

91.8 

285.4 

47.6 

u 

ins 

605.1 

108.8 

557.6 

74.3 


u 

u 

Vs 

557.6 

99.1 

303.4 

50.6 

u 


663.6 

118.0 

592.7 

79.0 


u 

a 

H 

605.6 

106.5 

321.4 

53.6 

u 

H 

723.7 

127.3 

627.9 

83.7 


u 

u 

H 

654.7 

113.9 

339.4 

56.6 

u 

Vi 

784.9 

136.5 

663.1 

88.4 


20.0 

12 

V 

315.0 

60.0 

220.1 

36.7 

15 

Vi 

354.4 

67.5 

438.0 

58.4 


u 

U 

T6 

356.9 

67.2 

238.1 

39.7 

u 


406.9 

76.6 

473.1 

63.1 


a 

a 

Vs 

399.7 

74.4 

256.1 

42.7 

u 

Vs 

460.3 

85.6 

508.3 

67.8 

10 " 

u 

u 

IT 

443.5 

81.6 

274.1 

45.7 

u 

TO 

515.2 

94.8 

543.4 

72.5 

C 33 

u 

u 

Vi. 

488.4 

88.8 

292.1 

48.7 

u 

V 

571.2 

103.9 

578.6 

77.2 

a 

u 

TO 

534.3 

96.1 

310.1 

51.7 

u 

To 

628.7 

113.0 

613.8 

81.8 


a 

u 

Vs 

581.2 

103.3 

328.1 

54.7 

u 

Vs 

687.2 

122.2 

648.9 

86.5 


a 

u 

H 

V 

629.2 

110.6 

346.1 

57.7 

u 

H 

747.3 

131.4 

684.1 

91.2 


a 

u 

678.3 

118.0 

364.1 

60-7 

u 

Vi 

808.5 

140.6 

719.2 

95.9 


25.0 

12 

Vi 

339.6 

64.7 

242.8 

40.5 

15 

V 

379.0 

72.2 

491.8 

65.6 


U 

a 

i h 

381.5 

71.8 

260.8 

43.5 

u 

A 

431.5 

81.2 

526.9 

70.3 


u 

u 

Vs 

424.3 

78.9 

278.8 

46.5 

u 

% 

484.9 

90.2 

562.1 

75.0 

10 " 

u 

u 

X. 

468.1 

86.1 

296.8 

49.5 

u 

T$ 

539.8 

99.3 

597.3 

79.6 

C 33 

a 

u 

V 

513.0 

93.3 

314.8 

52.5 

a 

Vl 

595.8 

108.3 

632.4 

84.3 

a 

a 

TT? 

558.9 

100.5 

332.8 

55.5 

u 

1 & 

653.3 

117.4 

667.6 

89.0 


u 

a 

5 /s 

605.8 

107.7 

350.8 

58.5 

u 

Vs 

711.8 

126.5 

702.7 

93.7 


u 

u 


653.8 

115.0 

368.8 

61.5 

u 

U 

771.9 

135.7 

737.9 

98.4 


u 

u 


702.9 

122.2 

386.8 

64.5 

u 

Vi 

833.1 

144.9 

773.0 

103.1 


30.0 

12 

M 

364.0 

69.3 

262.9 

43.8 

15 

Vi 

403.4 

76.8 

541.6 

72.2 


u 

U 

TK 

405.9 

76.4 

280.9 

46.8 

U 

A 

455.9 

85.8 

576.8 

76.9 


u 

U 

3 /s 

448.7 

83.5 

298.9 

49.8 

u 

Vs 

509.3 

94.8 

611.9 

81.6 

10 " 

u 


Tfi 

492.5 

90.6 

316.9 

52.8 

a 

'le 

564.2 

103.8 

647.1 

86.3 

C 33 




537.4 

97.7 

334.9 

55.8 

a 

V, 

620.2 

112.8 

682.2 

91.0 



ns 

583.3 

104.9 

352.9 

58.8 

u 

TS 

677.7 

121.8 

717.4 

95.7 


u 


Vs 

630.2 

112.0 

370.9 

61.8 

u 

Vs 

736.2 

130.9 

752.5 

100.3 




H 

678.2 

119.3 

388.9 

64.8 

u 

IX 

1 6 

796.3 

140.0 

787.7 

105.0 




H 

727.3 

126.5 

406.9 

67.8 

a 

Vi 

857.5 

149.1 

822.9 

109.7 


35.0 

12 

Vi 

388.6 

74.0 

281.7 

46.9 

15 


428.0 

81.5 

589.2 

78.6 




ins 

430.5 

81.0 

299.7 

49.9 

U 

5 

480.5 

90.4 

624.4 

83.3 




Vs 

473.3 

88.1 

317.7 

52.9 

U 


533.9 

99.3 

659.5 

87.9 

10 " 



TS 

517.1 

95.1 

335.7 

55.9 

a 

TT> 

58S.8 

108.3 

694.7 

92.6 

C 33 



Vl 

562.0 

102.2 

353.7 

58.9 

a 

Vi 

644.8 

117.2 

729.8 

97.3 



~rg 

607.9 

109.3 

371.7 

61.9 

a 

~16 

702.3 

126.3 

765.0 

102.0 




Vs 

654.8 

116.4 

389.7 

64.9 

u 

Vs 

760.8 

135.3 

800.2 

106.7 




Tb 

702.8 

123.6 

407.7 

67.9 

u 

IX 

820.9 

144.3 

835.3 

111.4 




Vi 

751.9 

130.8 

425.7 

70.9 

a 

Vi 

882.1 

153.4 

870.5 

116.1 

























































CAMBRIA STEEL. 


241 


MOMENTS OF INERTIA AND 
SECTION MODULI FOR 
PLATE AND CHAN¬ 
NEL COLUMNS. 



D#]3th 

Chan¬ 

nel 

and 

Section 

Num- 

Weight 

per 

Foot. 

SERIES A. 

SERIES B. 

5 

a 

Oh 

u-i 

o 

•H 

E* 

<6 

a 

p- 

1 

M 

o 

*a 

Axis 1-1. 

Axis 2-2. 

1 

*© 

•3 

E* 

4 

5 

CO 

CO 

1 

o 

• H 

•a 

e-H 

Axis 1-1. 

Axis 2-2. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 


Lbs. 

In. 

In. 

Ins* 

Ins.® 

Ins. 4 

Ins.3 

In. 

In. 

Ins. 4 

Ins.3 

Ins. 4 

Ins.3 


20.5 

14 

X 

518.9 

83.0 

371.3 

53.0 

16 

X 

556.4 

89.0 

549.3 

68.7 


« 

u 

& 

587.9 

93.1 

399.9 

57.1 

a 

A 

635.3 

100.6 

592.0 

74.0 


a 

u 

X 

658.3 

103.3 

428.4 

61.2 

u 

X 

715.8 

112.3 

634.6 

79.3 

1 2" 

a 

u 

rS 

730.1 

113.4 

457.0 

65.3 

u 


797.8 

123.9 

677.3 

84.7 

C 41 

a 

u 

X A 

803.4 

123.6 

485.6 

69.4 

u 

Vi 

881.5 

135.6 

720.C 

90.0 

a 

u 

\Z 

878.0 

133.8 

514.2 

73.5 

tt 

A 

966.9 

147.3 

762.6 

95.3 


u 

u 

X 

954.1 

144.0 

542.8 

77.5 

u 

X 

1053.8 

159.1 

805.3 

100.7 


u 

a 

tt 

1031.6 

154.3 

571.4 

81.6 

tt 

tt 

1142.4 

170.8 

848.0 

106.0 


a 

a 

X 

1110.6 

164.5 

599.9 

85.7 

« 

X 

1232.7 

182.6 

890.6 

111.3 


25.0 

14 

Va. 

550.7 

88.1 

409.9 

58.6 

16 

X 

588.2 

94.1 

610.8 

76.4 


a 

U 

Tt 

619.7 

98.2 

438.5 

62.7 

tt 


667.1 

105.7 

653.4 

81.7 


a 

u 

% 

690.1 

108.3 

467.1 

66.7 

a 

X 

747.6 

117.3 

696.1 

87.0 

12" 

u 

a 

l 3 * 

761.9 

118.4 

495.7 

70.8 

tt 

T6 

829.6 

128.9 

738.8 

92.4 

C 4-1 

a 

u 

Vi 

835.2 

128.5 

524.3 

74.9 

a 

l A 

913.3 

140.5 

781.4 

97.7 


u 

a 


909.8 

138.6 

552.9 

79.0 

tt 


998.7 

152.2 

824.1 

103.0 


a 

u 

% 

985.9 

148.8 

581.4 

83.1 

a 

X 

1085.6 

163.9 

866.8 

108.4 


a 

u 

tt 

1063.4 

159.0 

610.0 

87.2 

a 

tt 

1174.2 

175.6 

909.4 

113.7 


tt 

tt 

X 

1142.4 

169.3 

638.6 

91.2 

tt 

X 

1264.5 

187.3 

952.1 

119.0 


30.0 

14 

X 

585.9 

93.7 

450.2 

64.3 

16 


623.4 

99.7 

675.7 

84.5 


u 

u 

tV 

654.9 

103.7 

478.8 

68.4 

U 

nT 

702.3 

111.3 

718.3 

89.8 


a 

a 

Vs 

725.3 

113.8 

507.3 

72.5 

u 

X 

782.8 

122.8 

761.0 

95.1 

1 9" 

u 

u 


797.1 

123.8 

535.9 

76.6 

a 

TV 

864.8 

134.3 

803.7 

100.5 

n A 1 

a 

u 

^2 

870.4 

133.9 

564.5 

80.6 

tt 


984.5 

145.9 

846.3 

105.8 


u 

tt 


945.0 

144.0 

593.1 

84.7 

tt 

A 

1033.9 

157.5 

889.0 

111.1 


u 

u 


1021.1 

154.1 

621.7 

88.8 

tt 

X 

1120.8 

169.2 

931.6 

116.5 


u 

u 

tt 

1098.6 

164.3 

650.3 

92.9 

tt 

tt 

1209.4 

180.9 

974.3 

121.8 


a 

u 

X 

1177.6 

174.5 

678.8 

97.0 

tt 

X 

1299.7 

192.6 

1017.0 

127.1 


35.0 

14 

X 

621.3 

99.4 

484.9 

69.3 

16 

X 

658.8 

105.4 

733.6 

91.7 


U 

tt 

IT 

690.3 

109.4 

513.4 

73.4 

u 

nr 

737.7 

116.9 

776.3 

97.0 


u 

tt 

X 

760.7 

119.3 

542.0 

77.4 

tt 

X 

818.2 

128.3 

818.9 

102.4 

1 O" 

a 

a 


832.5 

129.3 

570.6 

81.5 

tt 

lT> 

900.2 

139.8 

861.6 

107.7 

r! 

u 

u 

Vi 

905.8 

139.4 

599.2 

85.6 

a 

34 

983.9 

151.4 

904.3 

113.0 

v JL 

it 

tt 


980.4 

149.4 

627.8 

89.7 

tt 


1069.3 

162.9 

946.9 

118.4 


tt 

u 

% 

1056.5 

159.5 

656.4 

93.8 

u 

X 

1156.2 

174.5 

989.6 

123.7 


tt 

u 

tt 

1134.0 

169.6 

684.9 

97.9 

u 

tt 

1244.8 

186.1 

1032.3 

129.0 


u 

u 

X 

1213.0 

179.7 

713.5 

101.9 

u 

X 

1335.1 

197.8 

1074.9 

134.4 


400 

14 

X 

656.5 

105.0 

520.1 

74.3 

16 

X 

694.0 

111.0 

792.1 

99.0 


u 

u 

16 

725.5 

114.9 

548.7 

78.4 

U 

T6 

772.9 

122.4 

834.8 

104.3 


a 

u 

Vs 

795.9 

124.9 

577.2 

82.5 

U 

X 

853.4 

133.9 

877.4 

109.7 

1 O" 

a 

tt 

A 

867.7 

134.8 

605.8 

86.6 

it 

tt 

935.4 

145.3 

920.1 

115.0 

/VM 

tt 

u 

Vi 

941.0 

144.8 

634.4 

90.6 

a 

X 

1019.1 

156.8 

962.8 

120.3 

v 

a 

u 

T€ 

1015.6 

154.8 

663.0 

94.7 

u 

iTf 

1104.5 

168.3 

1005.4 

125.7 


u 

tt 

X 

1091.7 

164.8 

691.6 

98.8 

tt 

X 

1191.4 

179.8 

1048.1 

131.0 


u 

a 

tt 

1169.2 

174.8 

720.2 

102.9 

u 

tt 

1280.0 

191.4 

1090.8 

136.3 


a 

tt 

X 

1248.2 

184.9 

748.7 

107.0 

u 

X 

1370.3 

203.0 

1133.4 

141.7 
























































342 


CAMBRIA STEEL. 


MOMENTS OF INERTIA AND 
SECTION MODULI FOR 
PLATE AND CHAN¬ 
NEL COLUMNS. 



Depth 

of 

Chan¬ 

nel 

and 

Section 

Num¬ 

ber. 


15' 
C 53 


15" 
C 53 


15' 
C 53 


15' 


15' 


15' 


Weight 

per 

Foot. 

SERIES A. 

SERIES B. 

3 

£ 

© 

• H 

Thickness of Plate. 

Aiis 1-1. 

Axis 2-2. 

1 

E 

o 

-a 

> 

Thickness of Plate. 

Axis 1-1. 

Axis 2-2. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

11 

Section 

Mod¬ 

ulus. 

Mo¬ 

ment 

of 

Inertia. 

Section 

Mod¬ 

ulus. 

Lbs. 

In. 

In. 

Ins. 4 

Ins. 3 

Ins. 4 

Ins. 3 

In. 

In. 

Ins. 4 

Ins. 3 

Ins. 4 

Ins. 3 

- 33.0 

17 

Vs 

1378.9 

175.1 

953.4 

112.2 

20 

Vs 1 

1511.8 

192.0 

1525.9 

152.6 

“ 

U 


1512.0 

190.5 

1004.7 

118.2 

U 

A 1 

1668.1 

210.2 

1609.2 

160.9 

U 

U 

Vi 

1646.6 

205.8 

1055.7 

124.2 

u 

Vi 

1826.9 

228.4 

1692.5 

169.3 

u 

u 

T6 

1783.4 

221.2 

1106.8 

130.2 

u 

9 

T6 

1988.1 

246.6 

1775.9 

177.6 

u 

a 

% 

1922.9 

236.7 

1158.1 

136.2 

a 


2151.9 

264.9 

1859.2 

185.9 

u 

u 

H 

2064.6 

252.2 

1209.4 

142.3 

u 

H 

2318.2 

283.1 

1942.5 

194.3 

u 

u 

% 

2207.8 

267.6 

1260.4 

148.3 

u 


2487.1 

301.5 

2025.9 

202.6 

35.0 

17 

% 

1393.5 

177.0 

971.7 

114.3 

20 

H 

1526.4 

193.8 

1557.3 

155.7 

U 

a 

1*6 

1526.6 

192.3 

1023.0 

120.4 

a 

T6 

1682.7 

212.0 

1640.7 

164.1 

u 

a 

Vi 

1661.2 

207.7 

1074.1 

126.4 

a 

A 

1841.5 

230.2 

1724.0 

172.4 

! u 

a 

9 

1798.0 

223.0 

1125.1 

132.4 

u 

1J6 

2002.7 

248.4 

1807.3 

180.7 

a 

u 

Vs 

1937.5 

238.5 

1176.4 

138.4 

u 

Vs 

2166.5 

266.6 

1890.7 

189.1 

u 

u 

H 

2079.2 

254.0 

1227.7 

144.4 

u 


2332.8 

284.9 

1974.0 

197.4 

u 

u 

S A 

2222.4 

269.4 

1278.8 

150.4 

u 

*A 

2501.7 

303.2 

2057.3 

205.7 

40.0 

17 

Vs 

1448.7 

184.0 

1039.9 

122.3 

20 

Vh 

1581.6 

200.8 

1674.6 

167.5 

a 

a 


1581.8 

199.3 

1091.2 

128.4 

« 

L6 

1737.9 

219.0 

1757.9 

175.8 

“ 

u 

'A 

1716.4 

214.6 

1142.3 

134.4 

U 

Vi 

1896.7 

237.1 

1841.2 

184.1 

u 

u 

9 

T6 

1853.2 

229.9 

1193.3 

140.4 

u 

A 

2057.9 

255.3 

1924.6 

192.5 

u 

a 

y 

1992 7 

245.3 

1244.6 

146.4 

a 

y 

2221.7 

273.4 

2007.9 

200.8 

u 

u 

H 

2134.4 

260.7 

1295.9 

152.5 

a 

H 

2388.0 

291.7 

2091.2 

209.1 

a 

u 

% 

2277.6 

276.1 

1347.0 

158.5 

a 

H 

2556.9 

309.9 

2174.6 

217.5 

45.0 

17 

Vs 

1503.9 

191.0 

1105.4 

130.1 

20 

Vh 

1636.8 

207.9 

1788.6 

178.9 

U 

a 

117 

1637.0 

206.2 

1156.8 

136.1 

a 

ts 

1793.1 

225.9 

1871.9 

187.2 

U 

u 


1771.6 

221.5 

1207.9 

142.1 

u 

y?. 

1951.9 

244.0 

1955.3 

195.5 

U 

u 

Ye 

1908.4 

236.7 

1258.9 

148.1 

u 


2113.1 

262.1 

2038.6 

203.9 

U 

u 

Vs 

2047.9 

252.0 

1310.2 

154.2 

u 

y 

2276.9 

280.2 

2121.9 

212.2 

U 

u 

H 

2189.6 

267.4 

1361.5 

160.2 

u 


2443.2 

298.4 

2205.3 

220.5 

a 

u 

% 

2332.8 

282.8 

1412.6 

166.2 

u 


2612.1 

316.6 

2288.6 

228.9 

50.0 

17 

H 

1559.1 

198.0 

1165.3 

137.1 

20 

Vh 

1692.0 

214.9 

1894.9 

189.5 

u 

a 

T6 

1692.2 

213.2 

1216.6 

143.1 

« 

16 

1848.3 

232.9 

1978.2 

197.8 

u 

a 

V?. 

1826.8 

228.4 

1267.7 

149.1 

u 

V?, 

2007.1 

250.9 

2061.5 

206.2 

a 

u 

TS 

1963.6 

243.5 

1318.7 

155.1 

u 

TS 

2168.3 

268.9 

2144.9 

214.5 

a 

u 

y 

2103.1 

258.8 

1370.0 

161.2 

u 

y 

2332.1 

287.0 

2228.2 

222.8 

a 

u 

H 

2244.8 

274.2 

1421.3 

167.2 

u 

16 

2498.4 

305.2 

2311.5 

231.2 

a 

u 

H 

2388.0 

289.5 

1472.4 

173.2 

u 

H 

2667.3 

323.3 

2394.9 

239.5 

55.0 

17 

V* 

1614.1 

205.0 

1223.4 

143.9 

20 


1747.0 

221.9 

1998.8 

199.9 

U 

u 

Ts 

1747.2 

220.1 

1274.7 

150.0 

u 

T6 

1903.3 

239.8 

2082.1 

208.2 

a 

a 

Vt 

1881.8 

235.2 

1325.7 

156.0 

a 

A 

2062.1 

257.8 

2165.5 

216.6 

u 

u 

9 

16 

2018.6 

250.4 

1376.8 

162.0 

u 

ft 

2223.3 

275.8 

2248.8 

224.9 

u 

u 

5 /* 

2158.1 

265.6 

1428.1 

168.0 

u 

y 

2387.1 

293.8 

2332.1 

233.2 

u 

u 

H 

2299.8 

280.9 

1479.4 

174.0 

u 

u 

2553.4 

311.9 

2415.5 

241.6 

u 

u 

A 

12443.0 

296.1 

11530.4 

180.1 

a 

% 

2722.3 

330.0 

2498.8 

249.9 


























































































CAMBRIA STEEL. 


243 


TYPICAL DETAILS OF PLATE GIRDERS, COLUMN 
BASES AND STEEL COLUMNS. 
























































































































































































































































244 CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS 
FOR I-BEAMS USED AS COLUMNS 
WITH SQUARE ENDS. 

Based on Gordon’s Formula, P = — ^ Safety factor 4 . 

1 + (12 L) - 

36 000 r2 


Depth of 
Beam 
and 
Section 
Number. 

Weight 

per 

Foot. 

Area 

of 

Section. 

Least 

Radius 

of 

Gyration. 

Length in Feet. 

Pounds. 

Sq. Ins. 

Inch. 

2 

3 

4 

5 • 

6 

7 

8 

Off 

5.5 

1.63 

.53 

19 

18 

17 

15 

13 

12 

11 

o 

p r; 

6.5 

1.91 

.52 

23 

21 

19 

17 

16 

14 

12 

u o 

7.5 

2.21 

.52 

26 

24 

22 

20 

18 

16 

14 

i 

7.5 

2.21 

.59 

26 

25 

23 

21 

20 

18 

16 

4" 

8.5 

2.50 

.58 

30 

28 

26 

24 

22 

20 

18 

B9 

9.5 

2.79 

.58 

33 

31 

29 

27 

24 

22 

20 


. 10.5 

3.09 

.57 

37 

35 

32 

29 

27 

24 

22 


9.75 

2.87 

.65 

35 

33 

31 

29 

27 

24 

22 

U 

12.25 

3.60 

.63 

43 

41 

39 

36 

33 

30 

27 


14.75 

4.34 

.63 

52 

50 

47 

43 

40 

36 

33 

fiff 

12.25 

3.61 

.72 

44 

42 

40 

38 

35 

33 

30 

o 

14.75 

4.34 

.69 

52 

51 

48 

45 

42 

39 

35 

x> J. / 

17.25 

5.07 

.68 

61 

59 

56 

52 

48 

44 

41 

rf» 

15.0 

4.42 

.78 

54 

52 

50 

47 

45 

42 

39 

B 21 

17.5 

5.15 

.76 

63 

61 

58 

55 

52 

48 

45 


20.0 

5.88 

.74 

71 

69 

66 

62 

58 

54 

50 


18.00 

5.33 

.84 

65 

63 

61 

58 

55 

52 

49 

8" 

20.25 

5.96 

.82 

73 

71 

68 

65 

61 

58 

54 

B25 

22.75 

6.69 

.81 

82 

79 

76 

72 

69 

65 

60 


25.25 

7.43 

.80 

91 

88 

' 84 

80 

76 

71 

66 


21.0 

6.31 

.90 

77 

76 

73 

70 

67 

63 

60 

9" 

25.0 

7.35 

.88 

90 

88 

85 

81 

78 

73 

69 

B29 

30.0 

8.82 

.85 

108 

105 

101 

97 

92 

87 

81 


35.0 

10.29 

.84 

126 

122 

118 

112 

107 

101 

95 

10" 

25.0 

7.37 

.97 

91 

89 

86 

83 

80 

76 

73 

30.0 

8.82 

.93 

108 

106 

103 

99 

94 

90 

85 

B33 

35.0 

10.29 

.91 

126 

123 

119 

115 

110 

104 

98 


40.0 

11.76 

.90 

144 

141 

136 

131 

125 

118 

112 

1 2" 

31.5 

9.26 

1.01 

114 

112 

109 

105 

102 

97 

93 

B41 

35.0 

10.29 

.99 

127 

124 

121 

117 

112 

107 

102 

40.0 

11.76 

.96 

144 

142 

137 

133 

127 

121 

115 

12" 

40.0 

11.84 

1.08 

146 

144 

140 

136 

132 

127 

121 

45.0 

13.24 

1.06 

163 

160 

156 

152 

146 

141 

135 

B 105 

50.0 

14.71 

1.05 

181 

178 

174 

168 

163 

156 

149 


55.0 

16.18 

1.04 

199 

196 

191 

185 

178 

171 

163 




































CAMBRIA STEEL. 245 


SAFE LOADS IN THOUSANDS OF POUNDS 
FOR I-BEAMS USED AS COLUMNS 


WITH SQUARE ENDS. 


Based on Gordon’s Formula, 


50 000 
(12 L)* ' 

' 36 000 r 2 


Safety factor 4. 


Length in Feet. 

Weight 

per 

Foot. 

Depth of 
Beam 
and 
Section 
Number. 

9 

10 

11 

12 

13 

14 

15 

16 

17 

Pounds. 

9 









5.5 


11 









6.5 

o 

13 









7.5 

B 5 

14 

13 








7.5 


16 

14 








8.5 

4" 

18 

16 








9.5 

B 9 

19 

17 








10.5 


20 

18 

17 







9.75 


25 

22 

20 







12.25 

5 

30 

27 

24 







14.75 

D lO 

28 

25 

23 

21 






12.25 


32 

29 

27 

25 






14.75 

o 

37 

34 

31 

28 






17.25 

17 

36 

33 

3# 

28 

26 





15.0 


41 

38 

35 

32 

30 





17.5 

7 

46 

43 

39 

36 

33 





20.0 

«s 1 

46 

43 

40 

37 

34 

31 




18.00 



47 

43 

40 

37 

34 




20.25 

8 " 


52 

48 

45 

41 

38 




22.75 

B 25 

01 

57 

53 

49 

45 

42 




25.25 


50 

53 

49 

46 

43 

40 

37 



21.0 


05 

60 

57 

53 

49 

46 

43 



25.0 

9" 

70 

71 

66 

61 

57 

53 

49 



30.0 

B 29 


82 

76 

71 

66 

61 

56 



35.0 


68 

65 

61 

57 

54 

50 

47 

44 


25.0 


80 

75 

71 

66 

62 

58 

54 

50 


30.0 

10 " 

92 

87 

81 

76 

71 

66 

62 

57 


35.0 

B 33 

105 

98 

92 

86 

80 

74 

69 

65 


40.0 


88 

83 

78 

74 

69 

65 

61 

58 

54 

31.5 

12 " 

97 

91 

86 

81 

76 

72 

67 

63 

59 

35.0 

B 41 

109 

103 

96 

90 

85 

79 

74 

69 

65 

40.0 


116 

110 

105 

99 

94 

88 

83 

79 

75 

40.0 


128 

122 

116 

110 

103 

98 

92 

87 

82 

45.0 

12 " 

142 

135 • 

128 

121 

114 

108 

101 

96 

90 

50.0 

B 105 

155 

148 

140 

132 

124 

117 

111 

104 

98 

55.0 








































































246 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS 
FOR I-BEAMS USED AS COLUMNS 
WITH SQUARE ENDS. 

50 000 


Based on Gordon’s Formula, P = 


1 + 


(12 L) 2 
36 000 r 2 


Safety factor 4. 


Depth 

of Beam 

and 

Section 

Weight 

per 

Foot. 

Area 

of 

Section. 

Least 

Radius 

of 

Gyra¬ 

tion. 



Length in Feet. 



Number. 

Pounds. 

Sq. Ins. 

Inches. 

2 

3 

4 

5 

n 

6 

7 

8 

9 


42.0 

12.48 

1.08 

154 

151 

148 

144 

139 

133 

128 

122 

15" 

B 53 

45.0 

13.24 

1.07 

163 

160 

157 

152 

147 

142 

135 

129 

50.0 

14.71 

1.04 

181 

178 

174 

168 

162 

156 

149 

141 

55.0 

16.18 

1.03 

199 

196 

191 

185 

178 

171 

163 

155 


60.0 

17.65 

1.01 

217 

213 

207 

201 

194 

185 

177 

167 


60.0 

17.67 

1.21 

218 

215 

212 

207 

201 

195 

188 

181 

15" 

B 109 

65.0 

19.12 

1.20 

236 

233 

229 

223 

217 

211 

203 

195 

70.0 

20.59 

1.19 

254 

251 

246 

240 

234 

226 

218 

209 

75.0 

22.06 

1.18 

273 

269 

264 

258 

250 

242 

233 

224 


80.0 

23.53 

1.17 

291 

286 

281 

274 

266 

257 

248 

238 


80.0 

23.57 

1.32 

292 

289 

284 

279 

273 

265 

256 

249 

15" 

B 113 

85.0 

25.00 

1.32 

309 

306 

302 

295 

289 

281 

272 

264 

90.0 

26.47 

1.32 

328 

324 

319 

313 

306 

297 

288 

279 

95.0 

27.94 

1.31 

346 

342 

336 

330 

322 

314 

304 

293 


100.0 

29.41 

1.31 

364 

360 

354 

348 

339 

330 

320 

309 


55.0 

15.93 

1.15 

197 

194 

190 

185 

180 

173 

166 

160 

18" 

60.0 

17.65 

1.13 

218 

214 

210 

205 

198 

191 

184 

176 

B 65 

65.0 

19.12 

1.11 

236 

232 

227 

221 

214 

206 

198 

189 


70.0 

20.59 

1.09 

254 

250 

244 

237 

230 

221 

212 

202 

20" 

B 73 

65.0 

19.08 

1.21 

236 

233 

229 

223 

217 

210 

203 

196 

70.0 

20.59 

1.19 

254 

251 

246 

240 

234 

226 

218 

209 

75.0 

22.06 

1.17 

273 

268 

264 

257 

250 

241 

233 

223 


80.0 

23.73 

1.39 

294 

291 

287 

282 

276 

270 

261 

254 

20" 

B 121 

85.0 

25.00 

1.37 

309 

307 

302 

297 

290 

283 

275 

266 

90.0 

26.47 

1.36 

328 

325 

320 

314 

307 

300 

290 

282 

95.0 

27.94 

1.35 

346 

343 

337 

331 

324 

315 

307 

296 


100.0 

29.41 

1.34 

364 

361 

355 

349 

340- 

332 

321 

312 


80.0 

23.32 

1.36 

289 

286 

282 

276 

271 

264 

256 

248 

24" 

B 89 

85.0 

25.00 

1.33 

309 

306 

302 

295 

289 

281 

273 

264 

90.0 

26.47 

1.31 

328 

324 

319 

313 

305 

297 

288 

278 

95.0 

27.94 

1.30 

346 

342 

336 

330 

322 

313 

303 

293 


100.0 

29.41 

1.28 

364 

360 

354 

347 

338 

328 

317 

307 

24" 

B 127 

105.0 

30.98 

1.60 

385 

382 

378 

373 

367 

360 

352 

344 

110.0 

32.48 

1.58 

403 

400 

396 

390 

384 

376 

368 

359 

115.0 

33.98 

1.57 

422 

419 

414 

408 

401 

393 

385 

375 











































CAMBRIA STEEL. 


247 


SAFE LOADS IN THOUSANDS OF POUNDS 
FOR I-BEAMS USED AS COLUMNS 
WITH SQUARE ENDS. 


Based on Gordon’s Formula, P 


50 000 


1 + 


(12 L)» 
36 000 r 2 


Safety factor 4. 


Length in Feet. 

Weight 

per 

Foot. 

Depth 

ofBeam 

and 

Section. 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

Pounds. 

Number. 

116 

110 

105 

99 

93 

88 

83 

79 

74 


42.0 


123 

116 

110 

104 

98 

93 

87 

82 

78 


45.0 

1 K" 

134 

127 

120 

113 

106 

101 

94 

89 

84 


50.0 

ID 

T) KO 

147 

139 

131 

124 

116 

109 

103 

97 

91 


55.0 

o Do 

158 

150 

141 

132 

124 

117 

110 

104 

97 


60.0 


173 

166 

159 

152 

144 

137 

130 

124 

117 

111 

60.0 


187 

179 

171 

163 

154 

147 

140 

132 

126 

120 

65.0 


201 

192 

183 

174 

165 

157 

150 

142 

135 

127 

70.0 

ID 

T> 1 AD 

214 

205 

195 

186 

176 

168 

158 

151 

142 

135 

75.0 


228 

217 

206 

197 

187 

178 

168 

160 

151 

143 

80.0 


239 

231 

221 

213 

203 

194 

186 

177 

169 

161 

80.0 


254 

245 

235 

226 

216 

206 

197 

188 

180 

171 

85.0 

i 

269 

259 

249 

239 

228 

218 

209 

199 

190 

181 

90.0 

ID 

P11Q 

284 

272 

261 

251 

240 

228 

219 

208 

199 

190 

95.0 

D X iO 

299 

287 

275 

264 

252 

240 

230 

219 

210 

200 

100.0 


153 

145 

139 

132 

125 

119 

112 

106 

100 

95 

55.0 


168 

160 

152 

144 

137 

129 

122 

116 

110 

104 

60.0 

18" 

181 

172 

163 

154 

146 

138 

131 

123 

117 

110 

65.0 

B 65 

192 

183 

173 

164 

155 

146 

138 

130 

123 

116 

70.0 


187 

179 

171 

164 

155 

148 

141 

134 

126 

120 

65.0 

on" 

201 

192 

183 

174 

165 

157 

150 

142 

135 

127 

70.0 


214 

204 

194 

185 

175 

167 

158 

150 

142 

135 

75.0 

o / o 

246 

237 

229 

219 

211 

202 

194 

186 

177 

169 

80.0 


258 

249 

239 

230 

221 

212 

202 

194 

185 

176 

85.0 

on" 

271 

262 

253 

241 

232 

223 

213 

204 

195 

185 

90.0 

R 1 pi 

286 

277 

265 

255 

244 

234 

223 

214 

205 

195 

95.0 


300 

290 

278 

267 

257 

245 

235 

223 

214 

203 

100.0 


239 

231 

223 

213 

205 

196 

187 

179 

172 

163 

80.0 


255 

245 

236 

226 

217 

207 

198 

189 

181 

172 

85.0 

94." 

269 

258 

247 

238 

227 

216 

207 

197 

189 

180 

90.0 

R RQ 

282 

271 

261 

249 

239 

228 

218 

207 

198 

188 

95.0 


296 

284 

272 

260 

249 

238 

226 

215 

205 

196 

100.0 


335 

326 

316 

306 

296 

286 

277 

266 

257 

247 

105.0 

24." 

350 

340 

330 

319 

309 

298 

288 

278 

267 

257 

110.0 

B 127 

365 

355 

344 

333 

322 

311 

300 

289 

278 

268 

115.0 J 















































248 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS, SQUARE ENDS. 


CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 


Based on Gordon’s Formula, P 
Safety factor 4. 


50 000 


1 + 


(12 L ) 2 
36 000 r 2 



Size 

of 

Angles. 

Size 

of 

Plate. 

Weight 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius of 
Gyration 
Axis 1-1. 

Radius 
Gyration. 
Axis 2-2. 

Length 
in Feet. 

Inches. 

Inches. 

Lhs.perR 

Sq. Ins. 

Inches. 

Inches. 

2 

4 

6 

3 


x'A 

6 


23.1 

6.74 

1.24 

2.41 

84 

81 

77 

U 

u 

A 

U 

A 

28.8 

8.36 

1.27 

2.39. 

103 

100 

96 

u 

a 

H 

u 

H 

34.1 

9.93 

1.30 

2.37 

123 

120 

114 

u 

u 

A 

u 

A 

39.3 

11.51 

1.33 

2.35 

142 

139 

133 

u 

u 

Vi 

u 

Vi 

44.2 

13.00 

1.36 

2.33 

161 

157 

151 

u 

u 

A 

u 

0 

16 

49.5 

14.50 

1.39 

2.31 

180 

175 

169 

3 M 

x2H 

x'A 

7 

k'A 

25.6 

7.51 

1.46 

2.88 

93 

91 

88 

u 

u 

A 

a 

A 

31.8 

9.31 

1.49 

2.86 

115 

113 

109 

u 

u 

3 /s 

u 

Vs 

37.7 

11.07 

1.52 

2.84 

137 

135 

130 

u 

u 

T6 

u 

A 

43.6 

12.78 

1.55 

2.82 

159 

156 

151 

u 

a 

Vi 

u 

Vi 

49.5 

14.50 

1.58 

2.80 

180 

177 

171 

u 

a 

TS 

u 

A 

55.0 

16.18 

1.61 

2.78 

201 

197 

192 

4 

x 3 

x A 

8 

x A 

37.3 

10.86 

1.67 

3.25 


133 

129 

u 

a 

H 

u 

S /8 

44.2 

12.92 

1.70 

3.23 


158 

154 



A 


A 

51.1 

14.9S 

1.73 

3.21 


183 

179 

u 

a 


a 

Vi 

58.0 

17.00 

1.76 

3.18 


208 

203 


u 

A 

u 

9 

16 

64.9 

18.98 

1.79 

3.16 


233 

227 


u 

% 


^8 

71.4 

20.92 

1.82 

3.14 


257 

251 



H 


fs 

77.9 

22.86 

1.85 

3.12 


281 

274 



H 



84.4 

24.76 

1.89 

3.10 


304 

297 


a 

H 

u 

A 

90:5 

26.62 

1.92 

3.08 


327 

320 ' 

u 

u 

k 

u 

Ks 

97.0 

28.44 

1.95 

3.06 


350 

343 

5 

x3 H 

x A 

10 

x A 

45.4 

13.37 

2.08 

4.10 


165 

162 


u 

^8 

u 


54.4 

15.95 

2.10 

4.08 


196 

193 



A 


A 

62.9 

18.50 

2.13 

4.06 


228 

224 



Vi 



71.4 

21.00 

2.16 

4.04 


259 

255 



A 


A 

79.9 

23.51 

2.19 

4.02 


290 

285 



% 


b /8 

88.5 

25.93 

2.22 

4.00 


320 

315 


u 

n 

u 

H 

96.6 

28.36 

2.25 

3.98 


350 

345 



% 


« 

104.7 

30.74 

2.29 

3.96 


380 

374 



H 


A 

112.8 

33.13 

2.32 

3.93 


409 

403 



% 

U 

lis 

120.6 

35.43 

2.35 

3.91 


438 

432 



A 

u 

A 

128.7 

37.74 

2.38 

3.89 


466 

460 

6 

x3 X 

*y 8 

12 . 

x^ 

62.1 

18.18 

2.56 

5.01 


225 

222 



A 


A 

71.9 

21.13 

2.59 

4.99 


261 

258 



Vi 


^ 2 

81.6 

24.00 

2.62 

4.97 


297 

294 



A 


A 

91.4 

26.87 

2.65 

4.95 


333 

329 



H 


** 

101.1 

29.70 

2.68 

4.93 


368 

364 



tt 


A 

110.5 

32.49 

2.71 

4.91 


402 

398 



H 



120.2 

35.24 

2.74 

4.88 


437 

432 



i_3 

16 


A 

129.2 

37.99 

2.77 

4.86 


471 

466 



y 8 


K 

138.5 

40.70 

2.80 

4.84 


505 

499 



A 


15 

1 6 

147.5 

43.37 

2.83 

4.82 


538 

532 



1 


1 

156.4 

46.00 

2.86 

4.80 


571 

565 











































































CAMBRIA STEEL. 


249 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 


Based on Gordon’s Formula, P = 
Safety factor 4. 


50 000 


1 + 


(12 L) 2 
36 000 r 2 



Length in Feet. 


8 

10 

12 

14 

16 

18 

1 20 

22 

24 

I 26 

1 28 

30 

32 

34 

72 

67 

61 

56 

51 










90 

84 

77 

70 

64 










108 

100 

93 

85 

77 










125 

117 

108 

99 

91 










143 

134 

124 

114 

105 










160 

150 

140 

129 

119 










84 

79 

74 

69 

63 

58 

54 








104 

99 

92 

86 

80 

73 

68 








125 

118 

111 

103 

96 

89 

82 

. 







145 

137 

129 

121 

112 

104 

96 








164 

156 

147 

138 

129 

119 

111 








184 

175 

166 

155 

145 

135 

125 








124 

119 

113 

106 

99 

93 

86 

80 

74 






149 

142 

135 

127 

119 

112 

104 

97 

90 


. 




172 

165 

157 

148 

139 

131 

122 

114 

106 


_ 




196 

188 

179 

170 

160 

150 

140 

131 

122 





220 

211 

201 

191 

180 

169 

158 

148 

138 



. 


243 

234 

223 

212 

200 

188 

177 

165 

155 





266 

256 

245 

233 

220 

208 

195 

183 

171 


.|. 



289 

278 

266 

254 

240 

227 

213 

200 

188 




. 

311 

300 

288 

274 

260 

246 

232 

218 

205 


. . 



333 

322 

309 

295 

280 

265 

250 

236 

222 


. 



1 ^ft 

153 

147 

141 

135 

128 

122 

115 

109 

103 

97 




IQfi 

183 

176 

169 

162 

154 

146 

139 

131 

124 

117 




OIQ 

212 

205 

197 

189 

180 

171 

162 

153 

145 

137 




94Q 

91? 

?Q1 

225 

215 

206 

196 

186 

176 

166 

157 




97Q 

971 

?fi? 

252 

242 

231 

220 

209 

198 

188 

178 




AJ i u 

90ft 

300 

9Q0 

280 

269 

257 

245 

233 

221 

210 

198 





**90 

91ft 

307 

295 

282 

270 

257 

244 

231 

219 




uo / 



334 

321 

308 

294 

280 

267 

253 

240 




oOD 


974 

361 

348 

333 

319 

304 

290 

275 

261 




oyo 

A 9Q 

A 19 

4H1 

9ftft 

374 

359 

343 

328 

313 

297 

283 




451 

441 

428 

414 

400 

384 

368 

352 

336 

320 

304 




219 

214 

209 

203 

197 

190 

183 

176 

168 

161 

154 

147 

140 

133 

254 

249 

243 

236 

229 

221 

213 

205 

196 

188 

180 

172 

164 

156 

289 

283 

277 

269 

261 

252 

243 

234 

225 

215 

206 

197 

188 

179 

324 

318 

310 

302 

293 

283 

273 

263 

253 

242 

232 

222 

212 

202 

358 

352 

344 

335 

325 

314 

303 

292 

281 

269 

258 

247 

236 

226 

392 

385 

376 

367 

356 

345 

333 

321 

309 

297 

284 

272 

261 

249 

426 

418 

409 

399 

388 

376 

363 

350 

337 

324 

311 

298 

285 

273 

459 

451 

442 

431 

419 

406 

393 

379 

365 

351 

337 

323 

310 

296 

493 

484 

474 

462 

450 

437 

423 

408 

393 

378 

363 

349 

334 

320 

525 

516 

506 

494 

481 

467 

452 

437 

421 

405 

390 

374 

359 

344 

558 

548 

537 1 

525 

511 

497 

481 

465 

449 

432 

416 

400 

384 

368 
























































































250 


CAMBBIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 


Based on Gordon’s Formula, P 
Safety factor 4. 


50 000 


1 + 


(12 L)* 
36 000 r 2 



Size 

of 

Angles. 

Size 

of 

Plate. 

Weight 

of 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius of 
Gyration 
Axis 1-1. 

Radius of 
Gyration 
Axis 2-2. 

Length 
in Feet. 

Inches. 

Inches. 

Lbs.per Ft. 

Sq, Ins. 

Inches. 

Inches. 

2 

4 

6 

3 

x2 A*A 

8 

x H 

24.8 

7.24 

1.19 

3.25 

90 

87 

82 

a 

u 

A 

U 

-IS 

30.9 

8.98 

1.22 

3.23 

111 

108 

102 

u 

u 

3 /s 

a 

Vs 

36.6 

10.68 

1.25 

3.21 

132 

128 

122 

u 

a 

TS 

u 

TS 

42.3 

12.38 

1.28 

3.19 

153 

149 

142 

u 

u 

Vi 

u 

A 

47.6 

14.00 

1.31 

3.17 

173 

169 

161 

u 

u 

TS 

u 

TS 

53.3 

15.62 

1.34 

3.15 

193 

188 

181 

3^x2 M 

\\i 

8 

\ l /i 

26.4 

7.76 

1.44 

3.31 

96 

94 

91 

u 

u 

5 

16 

u 

TS 

32.9 

9.62 

1.47 

3.28 

119 

117 

113 

u 

a 

A 

u 

A 

39.0 

11.44 

1.50 

3.26 

142 

139 

134 

u 

a 

A 

u 

is 

45.1 

13.22 

1.53 

3.24 

164 

161 

156 

u 

u 

A 

u 

A 

51.2 

15.00 

1.56 

3.22 

186 

183 

177 

u 

u 

TS 

u 

9 

16 

56.9 

16.74 

1.59 

3.20 

208 

204 

198 

4 

x 3 

x A 

10 

xyV 

39.4 

11.49 

1.62 

4.09 


140 

136 

u 

U 

^8 

u 


46.8 

13.67 

1.65 

4.07 


167 

163 

u 

a 

TS 

u 

IT 

54.1 

15.86 

1.68 

4.04 


194 

189 

u 

u 

'A 

u 

3/2 

61.4 

18.00 

1.71 

4.02 


220 

214 

u 

a 

TS 

u 

IT 

68.7 

20.11 

1.74 

4.00 


246 

240 

u 

u 

b A 

u 

% 

75.7 

22.17 

1.77 

3.98 


272 

265 

u 

u 

H 

u 

H 

82.6 

24.24 

1.80 

3.96 


297 

290 

u 

a 

3 4 

u 

A 

89.5 

26.26 

1.83 

3.94 


322 

315 

u 

u 

13 

16 

u 

fff 

96.0 

28.25 

1.86 

3.92 


347 

339 

u 

a 

% 


Vs 

103.0 

30.19 

1.90 

3.90 


371 

363 

5 

x3 M 

X -4- 
A 16 

12 

x TS 

47.6 

13.99 

2.03. 

4.95 


172 

169 



'A 

u 

A 

56.9 

16.70 

2.06 

4.92 


206 

202 



IS 

(( 

iV 

65.9 

19.37 

2.08 

4.90 


238 

234 



A 

u 

A 

74.8 

22.00 

2.11 

4.88 


271 

266 



'IS 

u 

~iS 

83.8 

24.63 

2.14 

4.86 


303 

298 



% 

u 

A 

92.7 

27.18 

2.17 

4.84 


335 

330 



TS 


« 

101.3 

29.73 

2.20 

4.82 


367 

361 



H 


H 

109.8 

32.24 

2.23 

4.80 


398 

392 



13 

T6 

u 

n 

118.4 

34.75 

2.26 

4.78 


429 

422 



A 


Vs 

126.5 

37.18 

2.29 

4.76 


459 

452 



TS 


TS 

135.1 

39.61 

2.33 

4.74 


489 

482 

6 

x 3 H 

xH 

14 

xA 

64.7 

18.93 

2.51 

5.85 


234 

231 



TS 


vS 

74.8 

22.01 

2.54 

5.83 


272 

269 



A 


A 

85.0 

25.00 

2.57 

5.81 


309 

306 



TS 


ns 

95.2 

28.00 

2.59 

5.79 


347 

343 



% 


A 

105.3 

30.95 

2.62 

5.77 


383 

379 



H 


U 

115.1 

33.87 

2.65 

5.74 


419 

415 



/I 


% 

125.3 

36.74 

2.68 

5.72 


455 

450 



¥e 


TO 

134.7 

39.62 

2.71 

5.70 


491 

486 



% 


Vs 

144.5 

42.45 

2.74 

5.68 


526 

521 



tt 


« 

153.8 

45.25 

2.77 

5.66 


561 

555 



1 


1 

163.2 

48.00 

2.81 

5.64 


595 

589 












































































CAMBRIA STEEL. 


251 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 

50 000 1- 


Based on Gordon’s Formula, P = 
Safety factor 4. 


1 + 


(12 L )2 
36 000 r 2 


P 


4 

i 


Length in Feet. 


8 

10 

12 

14 

16 

18 

20 

22 

24 

26 

to 

00 

30 

32 

34 

77 

71 

65 

58 

53 







■*’ 



96 

89 

81 

74 

67 









115 

106 

98 

89 

81 









134 

124 

114 

105 

95 










152 

142 

131 

120 

110 










171 

160 

148 

136 

124 










86 

81 

76 

70 

65 

60 

55 








107 

101 

95 

88 

81 

75 

69 








128 

121 

114 

106 

98 

91 

83 








14Q 

141 

133 

124 

115 

106 

98 








170 

161 

151 

142 

132 

122 

113 


. 






190 

180 

170 

159 

149 

138 

128 








1Q1 

lor: 

118 

111 

103 

96 

89 

83 

77 







IdQ 

141 

133 

124 

116 

108 

100 

93 






1 S9 

174 

Ifi'i 

155 

145 

136 

127 

118 

109 






9H7 

IQS 

188 

177 

167 

156 

145 

135 

126 






9Q9 

999 

911 

200 

188 

176 

164 

153 

143 






Of 

9d.fi 

934 

222 

209 

196 

184 

171 

160 






ZOO 

281 

97H 

9^7 

244 

230 

216 

203 

190 

177 






9QQ 

9«n 


251 

237 

222 

208 

195 






oUO 

329 

Z«7 O 

317 

zou 

303 

288 

273 

257 

242 

227 

212 






352 

340 

325 

310 

294 

277 

261 

245 

230 






165 

159 

153 

147 

140 

133 

126 

119 

112 

105 

99 




197 

191 

184 

176 

168 

160 

151 

143 

135 

127 

120 




229 

222 

214 

205 

196 

186 

177 

167 

158 

149 

141 




260 

252 

244 

234 

224 

213 

202 

192 

181 

171 

162 




291 

283 

273 

263 

251 

240 

228 

216 

205 

194 

183 




322 

313 

303 

291 

279 

267 

254 

241 

228 

216 

204 




353 

343 

332 

320 

307 

293 

279 

266 

252 

239 

226 




383 

373 

361 

348 

334 

320 

305 

290 

276 

261 

247 




413 

403 

390 

376 

362 

346 

331 

315 

299 

284 

269 




443 

432 

419 

405 

389 

373 

357 

340 

323 

307 

291 




473 

461 

447 

432 

416 

399 

382 

365 

347 

330 

313 




228 

223 

217 

211 

204 

196 

189 

181 

173 

166 

158 

151 

143 

136 

264 

259 

252 

245 

237 

229 

220 

211 

202 

194 

185 

176 

168 

160 

301 

295 

287 

279 

270 

261 

251 

241 

231 

221 

212 

202 

193 

184 

337 

330 

322 

313 

304 

293 

283 

272 

261 

250 

239 

228 

217 

207 

373 

366 

357 

347 

337 

325 

314 

302 

290 

278 

266 

254 

242 

231 

408 

400 

391 

381 

369 

357 

345 

332 

319 

306 

293 

280 

268 

255 

444 

435 

425 

414 

402 

389 

376 

362 

348 

334 

320 

306 

293 

280 

478 

470 

459 

447 

435 

421 

407 

392 

377 

362 

347 

333 

318 

304 

513 

504 

493 

480 

467 

453 

438 

422 

406 

390 

375 

359 

344 

329 

547 

538 

526 

513 

499 

484 

468 

452 

435 

419 

402 

385 

369 

353 

581 

571 

559 

546 

531 

515 

499 

482 

464 

447 

429 

412 

395 

378 














































































252 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 


Based on Gordon’s Formula, P 
Safety factor 4. 


50 000 


1 + 


(12 L) 2 
36 000 r 2 



Size 

of 

Angles. 

Size 

of 

Plate. 

Weight 

of 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius of 
Gyration 
Axis 1-1. 

Radius of 
Gyration 
Axis 2-2. 

Length 
in Feet. 

Inches. 

Inches. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

I Inches. 

2 

4 

6 

3 

* 2 H 

x X 

10 

x 

26.5 

7.74 

1.16 

4.07 

96 

92 

87 

a 

a 

A 

ii 

A 

33.0 

9.61 

1.18 

4.05 

119 

115 

109 

a 

a 

H 

ii 

54 

39.2 

11.43 

1.21 

4.0S ‘ 

141 

137 

130 

a 

a 

A 

ii 

Te 

45.3 

13.26 

1.24 

4.01 

164 

159 

151 

a 

a 

Vi 

u 


51.0 

15.00 

1.27 

3.99 

186 

180 

172 

a 

a 

A 

u 

A 

57.1 

16.75 

1.30 

3.96 

207 

202 

193 

3H x 2}4 

X 

10 

xJi 

28.1 

8.26 

1.39 

4.13 

102 

100 

96 

a 

a 

A 

ii 

16 

35.0 

10.25 

1.42 

4.11 

127 

124 

119 

a 

a 

V* 

ii 

54 

41.6 

12.19 

1.45 

4.09 

151 

148 

143 

a 

a 

A 

ii 

A 

48.1 

14.10 

1.48 

4.07 

175 

171 

165 

a 

a 

'A 

ii 


54.6 

16.00 

1.51 

4.05 

199 

195 

188 

a 

a 

A 

ii 

A 

60.7 

17.87 

1.54 

4.03 

222 

217 

210 

4 

x 3 

x A 

12 

x A 

41.6 

12.11 

1.58 

4.91 


148 

143 

U 

u 

3 /* 

ii 

54 

49.3 

14.42 

1.61 

4.89 


176 

171 

a 

a 

A 

ii 

A 

57.1 

16.73 

1.64 

4.87 

. 

204 

198 

a 

ii 


ii 

54 

64.8 

19.00 

1.66 

4.85 


232 

226 

a 

ii 

A 

ii 

A 

72.6 

21.23 

1.69 

4.83 


260 

253 

a 

ii 

% 

ii 

54 

79.9 

23.42 

1.72 

4.81 


287 

279 

a 

ii 

H 

ii 

H 

87.3 

25.61 

1.75 

4.79 


314 

306 

a 

a 

54 

ii 

54 

94.6 

27.76 

1.78 

4.77 


340 

332 

a 

ii 

ft 

ii 

fs 

101.6 

29.87 

1.81 

4.74 


366 

358 

a 

ii 

y 8 

a 

54 

108.9 

31.94 

1.84 

4.72 


392 

383 

5 

x3H 

x A 

14 

x A 

49.7 

14.62 

1.98 

5.77 

. 

180 

176 

u 

it 

3 /s 

ii 

54 

59.5 

17.45 

2.01 

5.75 

. 

215 

211 

a 

ii 

A 

ii 

A 

68.8 

20.25 

2.04 

5.73 


249 

245 

a 

ii 


a 

54 

78.2 

23.00 

2.07 

5.71 


283 

278 

ii 

a 

A 

a 

A 

87.6 

25.76 

2.09 

5.69 


317 

312 

a 


H 

ii 

54 

96.9 

28.43 

2.12 

5.67 


351 

345 



H 

a 

H 

105.9 

31.11 

2.15 

5.64 


381 

377 



X 

a 

54 

114.9 

33.74 

2.18 

5.62 


416 

410 



ii 

a 

+i 

123.9 

36.38 

2.21 

5.60 


449 

442 



y 8 

ii 

'54 

132.5 

38.93 

2.24 

5.58 


481 

473 

ii 

a 

ii 

a 

lA 

16 

141.4 

41.49 

2.27 

5.56 


512 

505 

0 

x 3M 

xy 8 

16 

x54 

67.2 

19.68 

2.46 

6.68 


244 

240 



A 

ii 

A 

77.8 

22.88 

2.49 

6.66 


283 

279 





54 

88.4 

26.00 

2.52 

6.64 


322 

318 



A 

ii 

A 

99.0 

29.12 

2.54 

6.61 


360 

356 



b A 

ii 

54 

109.6 

32.20 

2.57 

6.59 


399 

394 



H 


H 

119.8 

35.24 

2.60 

6.57 


436 

431 



X 


54 

130.4 

38.24 

2.63 

6.55 


474 

468 



H 


A 

140.2 

41.24 

2.66 

6.53 


511 

505 



% 


54 

150.4 

44.20 

2.69 

6.51 


548 

542 



ii 


tt 

160.2 

47.12 

2.72 

6.48 

. 

584 

578 



1 


1 

170.0 

50.00 

2.75 

6.46 

. 

620 

613 





























































CAMBRIA STEEL. 253 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 

50 000 1 

L 

'd 


Based on Gordon’s Formula, P =- 

1 + (12L) 

Safety factor 4. 36 000 r 2 

r 

h 



Length in Feet. 


8 

10 

12 

14 

16 

18 

20 

22 

24 

26 

oo 

OJ 

30 

32 

34 

81 

75 

68 

61 

55 









102 

93 

85 

77 

69 







122 

112 

103 

93 

84 



.!. 




142 

131 

120 

109 

99 






162 

150 

138 

126 

114 






182 

169 

156 

143 

130 





91 

86 

80 

73 

68 

. 

62 

57 


1 




114 

107 

100 

92 

85 

78 

71 







136 

128 

120 

111 

102 

94 

86 







158 

149 

140 

130 

120 

111 

102 







180 

170 

160 

149 

138 

127 

117 







201 

191 

179 

168 

156 

144 

133 








137 

131 

123 

115 

107 

100 

92 

85 

79 






164 

156 

148 

139 

129 

120 

112 

103 

95 






191 

182 

172 

162 

151 

141 

131 

121 

112 






217 

208 

197 

185 

173 

162 

151 

140 

130 






244 

233 

221 

208 

196 

183 

170 

158 

147 






270 

258 

245 

232 

218 

204 

190 

177 

165 






296 

283 

270 

255 

240 

225 

210 

196 

183 






321 

308 

294 

278 

262 

. 246 

231 

216 

201 






346 

333 

318 

301 

285 

268 

251 

235 

220 






371 

357 

341 

324 

307 

289 

272 

254 

238 





171 

166 

159 

152 

145 

137 

130 

122 

115 

108 

102 




9fK 

1Q8 

191 

183 

174 

165 

156 

147 

139 

131 

123 





231 

222 

213 

203 

193 

183 

173 

163 

153 

144 




971 

263 

253 

243 

232 

221 

209 

198 

187 

176 

166 





9Q5 

284 

273 

261 

248 

236 

223 

211 

199 

188 





327 

315 

303 

290 

276 

262 

249 

235 

222 

210 




oou 

QftQ 


346 

333 

319 

304 

289 

274 

260 

246 

232 




ouy 

inn 


376 

362 

347 

332 

316 

300 

284 

2B9 

254 



. 

AO o 

490 

407 

392 

376 

359 

343 

326 

309 

293 

277 




463 

451 

437 

421 

404 

387 

369 

351 

334 

317 

300 




101 

481 

467 

450 

433 

415 

396 

377 

359 

340 

323 




236 

231 

225 

218 

211 

203 

195 

187 

178 

170 

162 

154 

147 

140 

274 

268 

261 

254 

245 

236 

227 

218 

208 

199 

190 

181 

172 

164 

312 

306 

298 

289 

280 

270 

259 

249 

238 

228 

217 

207 

197 

188 

350 

343 

334 

325 

314 

303 

292 

280 

268 

257 

245 

234 

223 

212 

387 

379 

370 

360 

348 

336 

324 

311 

398 

286 

273 

261 

249 

237 

424 

416 

406 

395 

382 

370 

356 

342 

329 

315 

301 

287 

274 

262 

451 

452 

441 

429 

416 

403 

388 

374 

359 

344 

329 

314 

300 

287 

497 

488 

477 

464 

450 

436 

420 

405 

389 

373 

357 

342 

326 

312 

533 

523 

512 

498 

484 

468 

452 

436 

419 

402 

385 

369 

353 

337 

569 

559 

540 

532 

517 

501 

484 

467 

449 

431 

414 

396 

379 

362 

605 

594 

581 

566 

550 

534 

516 

498 

479 

460 

442 

423 

405 

388 

























































































254 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 


Based on Gordon’s Formula, P 
Safety factor 4. 


50 000 


(12 L)» 


I4¬ 


86 000 r 2 



Size 

of 

Angles. 

Size 

of 

Plate. 

Weight 

of 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius of 
Gyration 
Aiis 1-1. 

Radius of 
Gyration 
Axis 2-2. 

Length 
in Feet. 

Inches. 

Inches. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

Inches. 

2 

4 

6 

3 

x2H 

xM 

12 

xM 

28.2 

8.24 

1.12 

4.87 

102 

98 

92 

« 

a 

A 

a 

5 

16 

35.2 

10.23 

1.15 

4.85,, 

126 

122 

115 

u 

a 

h 

a 


41.7 

12.18 

1.17 

4.83' 

151 

146 

138 

u 

44 

IT 

a 

IT 

48.3 

14.13 

1.20 

4.81 

174 

169 

160 

u 

44 


44 


54.4 

16.00 

1.23 

4.78 

198 

192 

183 

a 

44 

A 

44 

A 

61.0 

17.87 

1.26 

4.76 

221 

215 

205 

3'Ax2y 2 

X 

12 

X 

29.8 

8.76 

1.35 

4.94 

108 

106 

101 

a 

44 

A 

44 

A 

37.2 

10.87 

1.38 

4.92 

135 

131 

126 

u 

a 

3 /6 

44 


44.1 

12.94 

1.41 

4.90 

160 

157 

151 

a 

44 

A 

44 

lT 

51.1 

14.97 

1.43 

4.88 

186 

182 

175 

a 

44 


a 


58.0 

17.00 

1.46 

4.85 

211 

206 

199 

u 

44 

A 

a 

9 

16 

64.6 

18.99 

1.49 

4.83 

236 

231 

223 

4 

x 3 

x A 

14 

x A 

43.7 

12.74 

1.54 

5.72 


155 

150 

u 

44 


44 

5* 

51.9 

15.17 

1.57 

5.70 


185 

179 

u 

44 

IT 

44 

iV 

60.0 

17.61 

1.60 

5.68 


215 

208 

44 

44 

H 

a 


68.2 

20.00 

1.62 

5.66 


244 

237 

44 

44 

A 

a 

A 

76.4 

22.36 

1.65 

5.63 


273 

265 

44 

a 


44 


84.1 

24.67 

1.68 

5.61 


302 

294 

44 

a 

tt 

44 

tt 

91.9 

26.99 

1.71 

5.59 


330 

322 

44 

44 


44 


99.7 

29.26 

1.74 

5.57 


358 

349 

44 

44 

H 

44 

tt 

107.1 

31.50 

1.77 

5.55 


386 

376 

44 

a 

K 

44 

K 

114.9 

33.69 

1.80 

5.53 


413 

403 

5 

x3H 

x A 

16 

x A 

51.8 

15.24 

1.94 

6.59 


187 

183 

44 

44 

H 

44 

N 

62.0 

18.20 

1.97 

6.57 


224 

219 

44 

44 

16 

a 

IT 

71.8 

21.12 

2.00 

6.54 


260 

255 

44 

44 


44 

H 

81.6 

24.00 

2.02 

6.52 


295 

290 

44 

44 

A 

44 

IT 

91.4 

26.88 

2.05 

6.50 


331 

325 

44 

44 


a 


101.2 

29.68 

2.08 

6.48 


366 

359 

44 

44 

tt 

44 

tt 

110.6 

32.48 

2.11 

6.46 


400 

393 

44 

a 


44 


120.0 

35.24 

2.14 

6.44 


435 

427 

44 

44 

13. 

16 

44 

tt 

129.4 

38.00 

2.17 

6.41 


468 

461 

44 

a 

7 /* 

44 


138.4 

40.68 

2.19 

6.39 


502 

494 

44 

a 

tt 

a 

tt 

147.8 

43.36 

2.22 

6.37 


535 

527 

6 

x3M 

x% 

18 

X% 

69.8 

20.43 

2.42 

7.49 


253 

249 

44 

44 

A 

a 

A 

80.8 

23.76 

2.44 

7.47 


294 

290 

44 

44 


44 

34 

91.8 

27.00 

2.47 

7.45 


334 

330 

44 

a 

A 

44 

A 

102.8 

30.25 

2.50 

7.42 


374 

369 

44 

a 


44 

34 

113.9 

33.45 

2.52 

7.40 


414 

409 

44 

a 

tt 

a 

tt 

124.5 

36.62 

2.55 

7.38 


453 

448 

44 

a 


44 

3 4 

135.5 

39.74 

2.58 

7.36 


492 

486 

44 

44 

1-3 

16 

44 

tt 

145.7 

42.87 

2.61 

7.34 


531 

525 

a 

a 


44 


156.4 

45.95 

2.64 

7.32 


569 

563 

44 

44 

tt 

a 

tt 

166.6 

49.00 

2.67 

7.29 


607 

600 

44 

44 

1 

44 

1 

176.8 

52.00 

2.70 

7.27 


644 

637 













































































CAMBKIA STEEL. 


255 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 


Based on Gordon’s Formula, P 
Safety factor 4. 


50 000 


(12 L)* 


1 + 


36 000 r 2 



Length in Feet. 


8 

10 

1 12 

14 

1 16 

1 18 

20 

22 

24 

26 

28 

i 30 

01 
CO 

34 

86 

78 

71 

63 

57 






1 



107 

98 

89 

80 

72 










128 

118 

107 

97 

87 










150 

138 

126 

114 

103 










171 

158 

145 

131 

119 










192 

178 

164 

149 

135 










96 

90 

83 

77 

70 

64 

58 








120 

112 

104 

96 

88 

81 

74 








143 

135 

125 

116 

107 

98 

89 


. 






167 

157 

146 

136 

125 

115 

105 


. 






190 

179 

167 

156 

144 

132 

122 








213 

201 

188 

175 

162 

150 

138 








144 

136 

128 

120 

111 

103 

95 

88 

81 






172 

163 

154 

144 

134 

124 

115 

106 

98 






200 

190 

180 

168 

157 

146 

135 

125 

116 






228 

217 

205 

193 

180 

168 

156 

144 

133 






255 

244 

231 

217 

203 

189 

176 

163 

151 






283 

270 

256 

241 

226 

211 

197 

183 

170 






310 

297 

282 

266 

250 

234 

218 

203 

188 






337 

323 

307 

290 

273 

256 

239 

223 

207 






364 

349 

332 

315 

296 

278 

260 

243 

226 






390 

375 

357 

339 

320 

301 

282 

263 

246 






178 

172 

165 

158 

150 

142 

134 

126 

118 

111 

104 




213 

206 

1 Q 8 

189 

180 

170 

161 

152 

143 

134 

126 




248 

240 

231 

220 

210 

199 

188 

178 

167 

157 

148 




282 

273 


252 

240 

228 

216 

204 

192 

181 

170 





307 

2Q5 

283 

270 

257 

243 

230 

217 

204 

192 





340 

Q 97 

314 

300 

286 

271 

256 

242 

228 

215 





372 

qp;q 

345 

330 

314 

298 

283 

267 

252 

238 




417 

40*1 

qqi 

376 

360 

343 

326 

309 

293 

277 

261 




4^n 

4Q7 

49** 

407 

390 

372 

354 

336 

318 

301 

284 





470 

4^4 

437 

419 

401 

382 

363 

344 

326 

308 





^01 


468 

449 

430 

410 

390 

370 

350 

332 




245 

239 

< xOJ 

233 

225 

217 

209 

201 

192 

183 

175 

166 

158 

150 

143 

285 

278 

271 

262 

253 

244 

234 

224 

214 

204 

194 

185 

176 

167 

324 

317 

308 

299 

289 

278 

267 

256 

245 

234 

223 

212 

202 

192 

363 

355 

346 

336 

325 

313 

301 

288 

276 

264 

251 

240 

228 

217 

402 

393 

383 

372 

360 

347 

334 

321 

307 

293 

280 

267 

254 

242 

440 

431 

420 

408 

395 

382 

367 

353 

338 

323 

309 

295 

281 

268 

478 

469 

457 

445 

431 

416 

401 

385 

369 

353 

338 

323 

308 

293 

516 

506 

494 

480 

466 

450 

434 

417 

400 

383 

367 

350 

334 

319 

554 

543 

530 

516 

501 

484 

467 

449 

431 

414 

396 

378 

362 

345 

591 

580 

567 

552 

535 

518 

oOO 

481 

463 

444 

425 

407 

389 

371 

628 

616 

602 

587 1 

570 

552 

533 

513 

494 

474 1 

i54 

435 

416 

397 






























































































256 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. 


SQUARE ENDS. 


CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 


Based on Gordon’s Formula, P 
Safety factor 4. 


1 + 


50 000 
(12 L )2 
36 000 r 2 



Size 


Size 

Weight 

Area 

Least 

Radius 





of 

Angles. 


of 

Plate- 

of 

Column. 

of 

Column 

Radius of 
Gyration 

of 

Gyration 

Length in Feet. 






Section. 

Aiis 1-1. 

Axis 2-2. 




Inches. 

Inehes. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

Inchaa 

6 

8 

10 

7 

x 3A x 

IT 

14 x A 

80.8 

23.73 

3.05 

5.92 

292 

289 

285 

< 4 

4 4 

H 

4 4 

Vi 

91.8 

27.00 

3.08 

5.90 

332 

329 

324 

4 4 

4 4 

wT 

4 4 

* 

103.2 

30.24 

3.11 

5.87 

372 

368 

363 

4 4 

4 4 

A 

t 4 

A 

113.7 

33.43 

3.13 

5.85 

412 

407 

402 

4 4 

4 4 

« 

4 4 

tt 

124.7 

36.63 

3.17 

5.83 

451 

446 

440 

4 4 

4 4 

3 /4 

4 4 

H 

135.3 

39.74 

3.20 

5.81 

490 

485 

478 

4 4 

4 4 

tit 

4 4 

tt 

145.9 

42.86 

3.23 

5.79 

528 

523 

516 

( 4 

4 4 

A 

4 4 

A 

156.5 

45.93 

3.26 

5.76 

567 

561 

553 

( 4 

4 4 

tit 

4 4 

ii 

166.6 

49.01 

3.29 

5.74 

604 

598 

591 

4 4 

4 4 

1 

4 4 

1 

176.8 

52.00 

3.32 

5.72 

642 

635 

627 

7 

x 3A x 

TT 

16x* 

83.8 

24.60 

3.00 

6.75 

303 

299 

294 

i 4 


Vi 

4 4 

Vi 

95.2 

28.00 

3.02 

6.73 

345 

340 

335 

4 4 


tt 

4 4 


107.0 

31.36 

3.06 

6.71 

386 

382 

376 



A 

4 4 

A 

118.0 

34.68 

3.08 

6.69 

427 

422 

416 

4 4 


H 

4 4 

tit 

129.4 

38.00 

3.11 

6.67 

468 

463 

456 



% 

4 4 

H 

140.4 

41.24 

3.14 

6.64 

508 

503 

496 



H 

4 4 

ti 

151.4 

44.48 

3.17 

6.62 

548 

542 

535 



A 

4 4 

A 

162.4 

47.68 

3.20 

6.60 

588 

582 

574 



« 

4 4 

« 

173.0 

50.88 

3.23 

6.58 

627 

621 

612 



1 

4 4 

1 

183.6 

54.00 

3.26 

6.56 

666 

659 

651 

7 

x 3Vi x 

Tff 

18 x ^ 

86.8 

25.48 

2.94 

7.58 

313 

309 

305 

1 4 

4 4 

Vi 

4 « 

A 

98.6 

29.00 

2.97 

7.55 

357 

352 

347 

4 4 

4 4 

Vs 

< 4 

TT 

110.8 

32.49 

3.00 

7.53 

400 

395 

389 

4 4 

4 4 

A 

4 4 

5 4 

122.3 

35.93 

3.02 

7.51 

442 

437 

430 

4 4 

4 4 

tit 

4 4 

H 

134.1 

39.38 

3.06 

7.49 

4S5 

479 

472 

4 4 

4 4 

H 

4 4 

H 

145.5 

42.74 

3.08 

7.47 

526 

520 

513 

4 4 


ti 

4 4 

W 

156.9 

46.11 

3.11 

7.44 

568 

562 

554 

4 4 

4 4 

A 

4 4 

A 

168.4 

49.43 

3.14 

7.42 

609 

602 

59* 

4 4 

4 4 

tt 

( 4 

« 

179.4 

52.76 

3.17 

7.40 

650 

643 

634 

4 4 

4 4 

1 

4 4 

1 

190.4 

56.00 

3.20 

7.38 

690 

683 

674 

7 

X 

CO 

X 

TT 

20 x 

IT 

89.8 

26.35 

2.89 

8.39 

324 

320 

314 


4 4 

A 

4 4 

Vi 

102.0 

30.00 

2.92 

8.37 

369 

364 

358 



Tt 

4 4 

h 

114.7 

33.61 

2.95 

8.34 

413 

408 

402 



A 

4 4 

A 

126.5 

37.18 

2.97 

8.32 

457 

452 

445 



ti 


H 

138.7 

40.75 

3.00 

8.30 

501 

495 

488 



H 

ti 


H 

150.6 

44.24 

3.03 

8.28 

545 

538 

530 




A3. 

16 

162.5 

47.73 

3.06 

8.25 

588 

581 

572 



A 


A 

174.3 

51.18 

3.09 

8.23 

630 

623 

014 



tt 


U 

185.8 

54.63 

3.12 

8.21 

673 

665 

656 



1 


1 

197.2 

58.00 

3.15 

8.19 

715 

707 

697 


































































CAMBRIA STEEL. 


257 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. 

SQUARE ENDS. 


CALCULATED FOR LEAST RADIUS OF GYRA¬ 
TION, AXIS 1-1. 

2 

L 

s 

- 1 

Based on Gordon’s Formula, P = -., 0 TN -• 

’ (12 L) 2 

Safety factor 4. ' 36 000 r2 

r 

i 


1 


Length in Feet. 


12 

14 

16 

18 

20 

22 

24 

26 

28 

30 

32 

34 

36 

38 

40 

279 

274 

267 

260 

253 

246 

238 

230 

222 

214 

206 

198 

191 

183 

176 

318 

312 

305 

297 

289 

280 

271 

263 

254 

245 

236 

227 

218 

210 

201 

357 

350 

342 

333 

324 

315 

305 

295 

286 

276 

266 

256 

246 

237 

228 

395 

387 

379 

369 

359 

349 

339 

328 

317 

306 

295 

284 

274 

263 

253 

433 

424 

415 

405 

395 

384 

372 

360 

349 

337 

325 

313 

302 

290 

279 

470 

462 

452 

441 

430 

418 

406 

393 

380 

368 

355 

342 

330 

318 

306 

508 

498 

488 

477 

465 

452 

439 

425 

412 

398 

385 

371 

358 

345 

332 

545 

535 

524 

512 

499 

486 

472 

458 

443 

429 

415 

400 

386 

372 

358 

581 

571 

559 

547 

534 

520 

505 

490 

475 

460 

444 

429 

414 

399 

385 

618 

607 

595 

582 

568 

553 

538 

522 

506 

490 

474 

458 

442 

427 

412 

289 

283 

276 

269 

261 

253 

245 

236 

228 

220 

211 

203 

195 

187 

180 

329 

322 

315 

307 

298 

289 

280 

270 

261 

251 

242 

232 

223 

214 

206 

369 

362 

353 

344 

335 

325 

314 

304 

293 

283 

272 

262 

252 

242 

233 

409 

400 

391 

381 

371 

360 

349 

337 

326 

314 

303 

291 

280 

269 

259 

448 

439 

429 

419 

407 

396 

383 

371 

359 

346 

334 

321 

309 

297 

286 

487 

478 

467 

456 

444 

431 

418 

405 

391 

378 

364 

351 

338 

325 

313 

526 

516 

505 

493 

480 

466 

452 

438 

424 

409 

395 

381 

367 

353 

340 

564 

554 

542 

529 

516 

501 

487 

472 

456 

441 

426 

411 

396 

381 

367 

603 

591 

579 

566 

551 

536 

521 

505 

489 

473 

457 

441 

425 

409 

394 

640 

629 

616 

602 

587 

571 

555 

538 

521 

504 

487 

471 

454 

437 

421 

299 

292 

285 

277 

269 

260 

252 

243 

234 

255 

216 

208 

199 

191 


340 

333 

325 

316 

307 

297 

287 

277 

267 

257 

248 

238 

228 

219 


382 

374 

365 

355 

345 

334 

323 

312 

301 

290 

279 

268 

258 

247 


423 

414 

404 

393 

382 

371 

359 

347 

335 

322 

310 

298 

287 

275 


463 

454 

443 

432 

420 

407 

395 

382 

368 

355 

342 

329 

316 

304 


504 

494 

483 

470 

457 

444 

430 

416 

402 

388 

374 

360 

346 

333 


544 

533 

521 

508 

495 

481 

466 

451 

436 

420 

405 

390 

376 

361 


584 

573 

560 

546 

532 

517 

501 

485 

469 

453 

437 

421 

405 

390 


624 

612 

598 

584 

569 

553 

536 

520 

503 

486 

469 

452 

435 

419 


663 

650 

636 

622 

606 

589 

572 

554 

536 

518 

500 

483 

465 

448 


308 

301 

294 

285 

277 

268 

258 

249 

240 

230 

221 

212 

204 

195 


351 

343 

335 

326 

316 

306 

295 

285 

274 

264 

253 

243 

233 

224 


394 

385 

376 

366 

355 

344 

332 

321 

309 

297 

286 

274 

263 

253 


436 

427 

417 

405 

394 

381 

369 

356 

343 

330 

318 

305 

293 

281 


479 

468 

457 

445 

432 

419 

406 

392 

378 

364 

350 

337 

323 

310 


521 

510 

498 

485 

471 

457 

442 

427 

412 

397 

383 

368 

354 

340 


562 

551 

538 

524 

510 

495 

479 

463 

447 

431 

415 

400 

384 

369 


603 

591 

578 

563 

548 

532 

515 

499 

482 

465 

448 

431 

415 

399 


644 

632 

618 

602 

586 

569 

552 

534 

516 

498 

480 

463 

445 

428 


685 

672 

657 

641 

624 

607 

588 

570 

551 

532 

513 

494 

476 

458 























































258 CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR RADIUS OF GYRATION, 

AXIS 2-2. 

rn 1 

L 



Based on Gordon’s Formula, P = - T ._ • 

1 ( 12L )- 

Safety factor 4. 36 000 r°- 

ri 

i 

1 

1 


Size 

of 

Angles. 

Size 

of 

Plate. 

Weight 

of 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius of 
Gyration 
Axis 1-1. 

Radius of 
Gyration 
Axis 2-2. 

Length 
in Feet. 

Inches. 

Inches. 

Lbs.perFt. 

Sq. Ins. 

Inches 

Inches. 

4 | 6 | 8 


3 

x 2 l A 

x H 

6 

X^ 

23.1 

6.74 

1.24 

2.41 

83 

82 

81 

U 

u 

5 

16 

u 

5 

1 6 

28.8 

8.36 

1.27 

2.39, 

103 

102 

100 

u 

a 


u 


34.1 

9.93 

1.30 

2.37 

123 

121 

119 

u 

u 

T6 

u 

Te 

39.3 

11.51 

1.33 

2.35 

142 

140 

137 

a 

u 

X A 

a 

'A 

44.2 

13.00 

1.36 

2.33 

161 

158 

155 

a 

u 

9 

16 

u 

9 

16 

49.5 

14.50 

1.39 

2.31 

179 

176 

173 

CO 

x2^ 

xK 

7 

xA 

25.6 

7.51 

1.46 

2.88 

93 

92 

91 

a 

u 

5 

16 

u 

5 

16 

31.8 

9.31 

1.49 

2.86 

115 

114 

113 

u 

u 


u 

A 

37.7 

11.07 

1.52 

2.84 

137 

136 

134 

u 

u 

Y6 

u 

IT 

43.6 

12.78 

1.55 

2.82 

159 

157 

155 

U 

u 

x a 

u 

l A 

49.5 

14.50 

1.58 

2.80 

180 

178 

176 

u 

u 

TS 

u 

9 

16 

55.0 

16.18 

1.61 

2.78 

200 

198 

196 

4 

x 3 

X A 

8 

v _5_ 

A 16 

37.3 

10.86 

1.67 

3.25 


134 

133 

U 

u 

3 /^ 

u 

Vs 

44.2 

12.92 

1.70 

3.23 


160 

158 

u 

u 

~16 

u 

yV 

51.1 

14.98 

1.73 

3.21 


185 

183 

u 

u 

A 

u 

A 

58.0 

17.00 

1.76 

3.18 


210 

207 

a 

u 

& 

a 

1 h 

64.9 

18.98 

1.79 

3.16 


234 

231 

u 

u 

5 /s 

u 

Vs 

71.4 

20.92 

1.82 

3.14 


258 

255 

u 

u 


u 

A 

77.9 

22.86 

1.85 

3.12 


282 

278 

K‘ 

u 

U 

u 

A 

84.4 

24.76 

1.89 

3.10 


305 

301 

« 

u 


u 

H 

90.5 

26.62 

1.92 

3.08 


328 

324 

u 

$ 

u 

Vs 

a 

A 

97.0 

28.44 

1.95 

3.06 


350 

346 

5 

X3H 

v 5 

x T6 

10 

x-re 

45.4 

13.37 

2.08 

4.10 


166 

165 

a 

u 


u 

A 

54.4 

15.95 

2.10 

4.08 


198 

196 

u 

u 

T& 

a 

T*G 

62.9 

18.50 

2.13 

4.06 


229 

228 

u 

u 

'A 

u 

'A 

71.4 

21.00 

2.16 

4.04 


260 

258 

u 

u 

A 

u 

Tg 

79.9 

23.51 

2.19 

4.02 


291 

289 

u 

u 

b A 

a 

b 4 

88.5 

25.93 

2.22 

4.00 


321 

319 

u 

u 

H 

u 

16 

96.6 

28.36 

2.25 

3.98 


351 

349 

a 

u 

H 

u 

A 

104.7 

30.74 

2.29 

3.96 


381 

378 

u 

u 

TS 

u 

LI 

16 

112.8 

33.13 

2.32 

3.93 


410 

407 

u 

u 

A 

u 

7 /* 

120.6 

35.43 

2.35 

3.91 


439 

436 

u 

u 

fl 

u 


128.7 

37.74 

2.38 

3.89 


467 

464 

6 

x3H 

* 3 A 

12 

x^ 

62.1 

18.18 

2.56 

5.01 



225 

u 

u 

Te 

u 

T^ 

71.9 

21.13 

2.59 

4.99 



261 

a 

a 

A 

u 

34 

81.6 

24.00 

2.62 

4.97 



297 

a 

u 

-Tr 

u 

TS 

91.4 

26.87 

2.65 

4.95 



332 

u 

a 

5 A 

u 

A 

101.1 

29.70 

2.68 

4.93 



367 

u 

a 

H 

u 


110.5 

32.49 

2.71 

4.91 



402 

u 

a 

3 4 

u 

A 

120.2 

35.24 

2.74 

4.88 



436 

u 

a 

TS 

u 

13. 

16 

129.2 

37.99 

2.77 

4.86 



470 

u 

a 

A 

u 


138.5 

40.70 

2.80 

4.84 



503 

u 

u 

TS 

u 


147.5 

43.37 

2.83 

4.82 



536 

u 

u 

1 

u 

1 

156.4 

46.00 

2.86 

4.80 



569 













































































CAMBRIA STEEL. 


259 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR RADIUS OF GYRATION, 

AXIS 2-2. 


Based on Gordon’s Formula, P 
Safety factor 4. 


50 000 


1 + 


(12 L)» 
36 000 r 2 



Length in Feet. 


10 

12 

14 

16 

18 

20 | 22 

24 

26 

10 

00 

30 

32 

CO 

> 

36 

38 

40 

79 

77 

74 

72 

69 

66 

63 

60 

58 

55 

52 






98 

95 

92 

89 

85 

82 

78 

75 

71 

68 

64 






116 

113 

109 

105 

101 

97 

92 

88 

84 

80 

76 






134 

130 

126 

121 

116 

111 

106 

101 

96 

92 

87 






151 

147 

142 

137 

131 

126 

120 

114 

108 

103 

98 






169 

163 

158 

152 

146 

139 

133 

127 

120 

114 

108 






89 

88 

86 

83 

81 

79 

76 

73 

71 

68 

65 

63 

60 

58 



111 

109 

106 

103 

100 

97 

94 

91 

87 

84 

81 

77 

74 

71 



132 

129 

126 

123 

119 

115 

112 

108 

104 

100 

96 

92 

88 

84 



152 

149 

146 

142 

137 

133 

129 

124 

119 

115 

110 

106 

101 

97 



172 

169 

165 

160 

156 

151 

145 

140 

135 

129 

124 

119 

114 

109 



192 

188 

183 

178 

173 

167 

162 

156 

150 

144 

138 

132 

126 

121 



131 

129 

126 

124 

121 

118 

115 

111 

108 

105 

101 

98 

94 

91 

88 

85 

156 

153 

150 

147 

144 

140 

136 

132 

128 

124 

120 

116 

112 

108 

104 

100 

180 

177 

174 

170 

166 

162 

158 

153 

148 

143 

139 

134 

129 

124 

120 

115 

204 

201 

197 

193 

188 

184 

178 

173 

168 

162 

157 

151 

146 

141 

135 

130 

228 

224 

220 

215 

210 

205 

199 

193 

187 

181 

175 

168 

162 

156 

150 

145 

252 

247 

243 

237 

231 

225 

219 

212 

206 

199 

192 

185 

178 

172 

165 

159 

274 

270 

264 

259 

252 

245 

238 

231 

224 

216 

209 

201 

194 

187 

179 

173 

297 

292 

286 

280 

273 

265 

258 

250 

242 

233 

225 

217 

209 

201 

193 

186 

319 

314 

307 

300 

293 

285 

276 

268 

259 

250 

241 

232 

224 

215 

207 

199 

341 

335 

328 

321 

312 

304 

295 

285 

276 

266 

257 

248 

238 

229 

220 

211 

163 

161 

160 

157 

155 

153 

150 

147 

144 

141 

138 

134 

131 

128 

124 

121 

195 

193 

190 

188 

185 

182 

179 

175 

171 

168 

164 

160 

156 

152 

148 

144 

226 

223 

221 

218 

214 

211 

207 

203 

199 

194 

190 

185 

181 

176 

171 

166 

256 

254 

250 

247 

243 

239 

235 

230 

225 

220 

215 

210 

205 

199 

194 

189 

287 

284 

280 

276 

272 

267 

262 

257 

251 

246 

240 

234 

228 

222 

216 

210 

316 

313 

309 

305 

300 

295 

289 

283 

277 

271 

265 

258 

251 

245 

238 

232 

346 

342 

338 

333 

328 

322 

316 

309 

303 

296 

289 

282 

274 

267 

260 

252 

375 

371 

366 

361 

355 

349 

342 

335 

328 

320 

312 

305 

297 

289 

281 

273 

403 

399 

394 

388 

382 

375 

368 

360 

352 

344 

336 

327 

319 

310 

301 

293 

432 

427 

421 

415 

408 

401 

393 

385 

377 

368 

359 

350 

340 

331 

322 

313 

460 

454 

449' 

442 

435 

427 

418 

410 

400 

391 

381 

371 

362 

352 

342 

332 

224 

222 

221 

218 

216 

214 

211 

208 

205 

202 

199 

196 

192 

189 

185 

181 

260 

258 

256 

253 

251 

248 

245 

242 

238 

234 

231 

227 

223 

218 

214 

210 

295 

293 

291 

288 

285 

282 

278 

274 

270 

266 

262 

257 

253 

248 

243 

238 

330 

328 

325 

322 

319 

315 

311 

307 

302 

298 

293 

288 

282 

277 

272 

266 

365 

363 

360 

356 

352 

348 

344 

339 

334 

329 

323 

318 

312 

306 

300 

294 

399 

397 

393 

389 

385 

381 

376 

371 

365 

359 

353 

347 

341 

334 

327 

321 

433 

430 

427 

422 

418 

413 

408 

402 

396 

389 

383 

376 

369 

362 

355 

347 

467 

463 

460 

455 

450 

445 

439 

433 

426 

419 

412 

405 

397 

389 

382 

374 

500 

496 

492 

487 

482 

476 

470 

463 

456 

449 

441 

433 

425 

417 

408 

400 

533 

529 

524 

519 

513 

507 

500 

493 

486 

478 

469 

461 

452 

443 

434 

425 

565 

561 

556 

551 

544 

538 

530 

523 

515 

506 

497 

488 

479 

469 

460 

450 




























































SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR RADIUS OF GYRATION, 

AXIS 2-2. 

„ . _ . , _ , „ 50 000 I- 

Based on Gordon’s Formula, P = 


L 


Safety factor 4. 


1 + 


(12 L )2 
36 000 r 2 


r 


i 


Size 

of 

Plate. 

Weight 

of 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius of 
Gyration 
Axis 1-1. 

Radius of 
Gyration 
Aiis 2-2. 

Length 
in Feet. 

Inches. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

Inches. 

4 

6 

8 

8xV 

24.8 

7.24 

1.19 

3.25 

90 

89 

88 

“ A 

30.9 

8.98 

1.22 

3.23 

112 

111 

110 

u Vs 

36.6 

10.68 

1.25 

3.21 • 

133 

132 

130 

“ A 

42.3 

12.38 

1.28 

3.19 

154 

152 

151 

“ V. 

47.6 

14.00 

1.31 

3.17 

174 

173 

171 

“ A 

53.3 

15.62 

1.34 

3.15 

194 

192 

190 

8xK 

26.4 

7.76 

1.44 

3.31 


96 

95 

“ A 

32.9 

9.62 

1.47 

3.28 


119 

117 

“ ^ 

39.0 

11.44 

1.50 

3.26 


141 

140 

“ A 

45.1 

13.22 

1.53 

3.24 


163 

161 

“ Vi 

51.2 

15.00 

1.56 

3.22 


185 

183 

“ A 

56.9 

16.74 

1.59 

3.20 


206 

204 

10 x A 

39.4 

11.49 

1.62 

4.09 


142 

141 

“ ^ 

46.8 

13.67 

1.65 

4.07 


170 

169 

“ A 

54.1 

15.86 

1.68 

4.04 


197 

195 

“ V 

61.4 

18.00 

1.71 

4.02 


223 

222 

“ A 

68.7 

20.11 

1.74 

4.00 


249 

247 

“ ^ 

75.7 

22.17 

1.77 

3.98 


275 

273 

“ if 

82.6 

24.24 

1.80 

3.96 


300 

298 


89.5 

26.26 

1.83 

3.94 


325 

323 

“ if 

96.0 

28.25 

1.86 

3.92 


350 

347 

“ Vs 

103.0 

30.19 

1.90 

3.90 


374 

371 

12 x A 

47.6 

13.99 

2.03 

4.95 



173 

“ Vs 

56.9 

16.70 

2.06 

4.92 



206 

u 7 

IT 

65.9 

19.37 

2.08 

4.90 



239 

“ ^ 

74.8 

22.00 

2.11 

4.88 



272 

“ A 

83.8 

24.63 

2.14 

4.86 



304 

“ Vs 

92.7 

27.18 

2.17 

4.84 



336 

“ if 

101.3 

29.73 

2.20 

4.82 



368 

“ ^ 

109.8 

32.24 

2.23 

4.80 



399 

“ if 

118.4 

34.75 

2.26 

4.78 



429 

“ Vs 

126.5 

37.18 

2.29 

4.76 



460 

“ if 

135.1 

39.61 

2.33 

4.74 

• 


490 

14 x 

64.7 

18.93 

2.51 

5.85 




“ A 

74.8 

22.01 

2.54 

5.83 




“ 

85.0 

25.00 

2.57 

5.81 




“ A 

95.2 

28.00 

2.59 

5.79 




“ Vs 

105.3 

30.95 

2.62 

5.77 




“ ii 

115.1 

33.87 

2.65 

5.74 




“ ^ 

125.3 

36.74 

2.68 

5.72 




u if 

134.7 

39.62 

2.71 

5.70 




“ Vs 

144.5 

42.45 

2.74 

5.68 




“ if 

153.8 

45.25 

2.77 

5.66 




“ 1 

163.2 

48.00 

2.81 

5.64 





Size 

of 

Angles 


Inches. 


3 x 2Vi x \i 

a u _ 5 _ 

16 

“ “ Vs 

u a 7 

lT 

“ “ Vi 

U U _9_ 

16 

3H x 2Yt x H 

a u 5 

lT 

“ “ Vs 


5 

u 


6 

« 

a 

a 

u 


IT 

Yi 

A 

x A 

Vs 

A 

A 

A 

Vs 

H 

H 

If 

Vs 


3HxA 

“ H 

« 7 

IT 

“ Vi 

« 9 

16 

“ Vs 

“ if 

“ H 

if 

“ Vs 

a 

16 

3H x ^ 

“ A 

“ Vi 

“ JL 

TT 

“ 5 /^ 

“ H 

“ 'A 

“ JJL 

16 

“ ^ 

« A5 

16 

“ 1 




















































































CAMBRIA STEEL. 


261 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR RADIUS OF GYRATION, 

AXIS 2-2. 


Based on Gordon’s Formula, P 
Safety factor 4. 


50 000 


1 + 


(12 L )2 
30 000 r 2 



Length in Feet. 


10 

12 

14 

16 

18 

20 

22 

24 

26 

! 00 

C4 

30 

32 

34 

36 

38 

40 

87 

86 

84 

83 

81 

79 

77 

74 

72 

70 

68 

65 

63 

61 

59 

56 

108 

106 

104 

102 

100 

97 

95 

92 

89 

86 

83 

81 

78 

75 

72 

70 

129 

127 

124 

122 

119 

116 

112 

109 

106 

102 

99 

96 

92 

89 

86 

82 

149 

146 

143 

140 

137 

133 

130 

126 

122 

118 

114 

110 

106 

102 

99 

95 

168 

166 

162 

159 

155 

151 

147 

142 

138 

133 

129 

124 

120 

115 

111 

107 

188 

184 

181 

177 

173 

168 

163 

158 

153 

148 

143 

138 

133 

128 

123 

119 

93 

92 

90 

89 

87 

85 

82 

80 

78 

75 

73 

70 

68 

66 

63 

61 

116 

114 

112 

110 

108 

105 

102 

99 

96 

93 

90 

87 

84 

81 

78 

75 

138 

136 

133 

130 

127 

124 

121 

118 

114 

110 

107 

103 

100 

96 

93 

89 

159 

157 

154 

151 

147 

144 

140 

136 

132 

127 

123 

119 

115 

111 

107 

103 

181 

178 

174 

171 

167 

162 

158 

153 

149 

144 

139 

134 

130 

125 

120 

116 

201 

198 

194 

190 

186 

181 

176 

171 

165 

160 

155 

149 

144 

139 

134 

129 

140 

139 

137 

135 

133 

131 

129 

126 

124 

121 

118 

115 

112 

110 

107 

104 

167 

165 

163 

161 

159 

156 

153 

150 

147 

144 

141 

137 

134 

130 

127 

123 

194 

192 

189 

187 

184 

181 

177 

174 

170 

166 

162 

159 

155 

151 

147 

143 

220 

217 

215 

212 

208 

205 

201 

197 

193 

189 

184 

180 

175 

170 

166 

161 

245 

243 

240 

236 

233 

229 

224 

220 

215 

210 

205 

200 

195 

190 

185 

180 

271 

268 

264 

261 

256 

252 

247 

212 

237 

232 

226 

220 

215 

209 

203 

198 

295 

292 

289 

284 

280 

275 

270 

264 

258 

253 

246 

240 

234 

228 

222 

215 

320 

316 

312 

308 

303 

298 

292 

286 

280 

273 

266 

260 

253 

246 

239 

232 

344 

340 

336 

331 

326 

320 

314 

307 

300 

293 

286 

279 

271 

264 

257 

249 

368 

364 

359 

354 

348 

342 

335 

328 

320 

313 

305 

297 

289 

282 

274 

266 

172 

171 

169 

168 

166 

164 

162 

160 

157 

155 

152 

150 

147 

144 

141 

139 

205 

204 

202 

200 

198 

196 

193 

191 

188 

185 

182 

178 

175 

172 

168 

165 

238 

236 

234 

232 

230 

227 

224 

221 

218 

214 

210 

207 

203 

199 

195 

191 

270 

269 

266 

264 

261 

258 

254 

251 

247 

243 

239 

235 

230 

226 

221 

217 

303 

300 

298 

295 

292 

288 

284 

280 

276 

272 

267 

262 

257 

252 

247 

242 

334 

332 

329 

326 

322 

318 

314 

309 

305 

300 

295 

289 

284 

278 

273 

267 

365 

363 

359 

356 

352 

348 

343 

338 

333 

327 

322 

316 

310 

304 

298 

291 

396 

393 

390 

386 

382 

377 

372 

366 

361 

355 

349 

342 

336 

329 

322 

315 

427 

423 

420 

415 

411 

406 

400 

394 

388 

382 

375 

368 

361 

354 

346 

339 

457 

453 

449 

445 

440 

434 

428 

422 

415 

408 

401 

394 

386 

378 

370 

362 

486 

483 

478 

474 

468 

462 

456 

449 

442 

434 

427 

419 

410 

402 

394 

385 

234 

233 

231 

230 

228 

226 

224 

222 

219 

217 

214 

211 

209 

206 

203 

199 

272 

270 

269 

267 

265 

263 

260 

257 

255 

252 

249 

245 

242 

239 

235 

231 

309 

307 

305 

303 

301 

298 

296 

293 

289 

286 

282 

279 

275 

271 

267 

263 

346 

344 

342 

340 

337 

334 

331 

327 

324 

320 

316 

312 

307 

303 

298 

294 

382 

380 

378 

375 

372 

369 

365 

362 

358 

353 

349 

344 

340 

335 

330 

324 

418 

416 

413 

411 

407 

404 

400 

396 

391 

387 

382 

377 

371 

366 

360 

355 

454 

451 

449 

445 

442 

438 

434 

429 

424 

419 

414 

408 

403 

397 

391 

384 

489 

487 

483 

480 

476 

472 

467 

462 

457 

452 

446 

440 

433 

427 

420 

414 

524 

521 

518 

514 

510 

505 

500 

495 

490 

484 

477 

471 

464 

457 

450 

443 

559 

556 

552 

548 

544 

539 

533 

528 

521 

515 

508 

501 

494 

487 

479 

471 

593 

589 

586 

581 

577 

571 

566 

559 

553 

546 

539 

532 

524 

516 

508 

500 













































262 CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR RADIU 

AXIS 2-2. 

Based on Gordon’s Formula, 

Safety factor 4. 

S OF GYRATI 

« 50 000 

[ON, 

1 _ 


L 

! 

r° 

1 

J- 

*> 

r 

{ 



1 + 

(12 L)* 

36 000 r 2 

Size 

of 

Angles. 

Size 

of 

Plate. 

Weight 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius of 
Gyration 
Axis 1-1. 

Radius of 
Gyration 
Axis 2-2. 

Length 
in Feet. 

Inches. 

Inches. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

Inches. 

6 

8 

10 

3 

y 2 *y 

10 x J4 

26.5 

7.74 

1.16 

4.07 

96 


95 

95 

a 

“ TS 

“ ire 

33.0 

9.61 

1.18 

4.05 

119 

118 

117 

a 

“ % 

“ 54 

39.2 

11.43 

1.21 

4.d3 

142 

141 

140 

u 

“ A 

“ A 

45.3 

13.26 

1.24 

4.01 

164 

163 

161 

u 

u X 

“ 54 

51.0 

15.00 

1.27 

3.99 

186 

185 

183 

u 

U 9 

ire 

57.1 

16.75 

1.30 

3.96 

207 

206 

204 

sy 2 x2y 2 x}4 

10 x 54 

28.1 

8.26 

1.39 

4.13 

102 

102 

101 

u 

« 5 

16 

« _5_ 

16 

35.0 

10.25 

1.42 

4.11 

127 

126 

125 

u 

“ X 

“ 54 

41.6 

12.19 

1.45 

4.09 

151 

150 

149 

a 

“ Ti 

“ ire 

48.1 

14.10 

1.48 

4.07 

175 

174 

172 

a 

“ X 

“ 54 

54.6 

16.00 

1.51 

4.05 

198 

197 

195 

u 

“ A 

u A 

60.7 

17.87 

1.54 

4.03 

221 

220 

218 

4 

x 3 Xn 

12x& 

41.6 

12.11 

1.58 

4.91 



150 

149 


“ H 

“ 54 

49.3 

14.42 

1.61 

4.89 



179 

178 


“ ire 

“ tV 

57.1 

16.73 

1.64 

4.87 



207 

206 


“ X 

“ 54 

64.8 

19.00 

1.66 

4.85 



235 

234 


“ ire 

“ * 

72.6 

21.23 

1.69 

4.83 



262 

261 


“ X 

“ 54 

79.9 

23.42 

1.72 

4.81 



290 

288 


18 

“ « 

87.3 

25.61 

1.75 

4.79 



317 

315 


“ X 

“ 54 

94.6 

27.76 

1.78 

4.77 



343 

341 


“ tt 

u 51 

101.6 

29.87 

1.81 

4.74 



369 

367 


“ 

u 54 

108.9 

31.94 

1.84 

4.72 



395 

392 

5 

x 3x x a 

14X3*5 

49.7 

14.62 

1.98 

5.77 





180 


“ Vs 

“ 54 

59.5 

17.45 

2.01 

5.75 



215 


“ ire 

“ T6 

68.8 

20.25 

2.04 

5.73 



250 


“ M 

u 54 

78.2 

23.00 

2.07 

5.71 



284 


T6 

U 9 

16 

87.6 

25.76 

2.09 

5.69 



318 


“ 5^ 

“ 54 

96.9 

28.43 

2.12 

5.67 



351 


ii 

“ H 

105.9 

31.11 

2.15 

5.64 



384 


54 

“ 54 

114.9 

33.74 

2.18 

5.62 



417 


“ :« 

u H 

123.9 

36.38 

2.21 

5.60 



449 


“ k 

u Vs 

132.5 

38.93 

2.24 

5.58 



481 


“ T5 

“ 51 

141.4 

41.49 

2.27 

5.56 



512 

6 

x3Hx54 

16x54 

67.2 

19.68 

2.46 

6.68 





“ ire 

ire 

77.8 

22.88 

2.49 

6.66 





“ H 

“ 54 

88.4 

26.00 

2.52 

6.64 





16 

ire 

99.0 

29.12 

2.54 

6.61 





u 54 

“ 54 

109.6 

32.20 

2.57 

6.59 





H 

5re 

119.8 

35.24 

2.60 

6.57 





? X 

“ 54 

130.4 

38.24 

2.63 

6.55 





u y. 

16 

140.2 

41.24 

2.66 

6.53 





“ Vs 

“ 54 

150.4 

44 20 

2.69 

6.51 





“ tt 

“ 51 

160.2 

47.12 

2.72 

6.48 





“ 1 

“ 1 

170.0 

50.00 

2.75 

6.46 



















































































CAMBRIA STEEL. 


263 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR RADIUS OF GYRATION 

AXIS 2-2. 


Based on Gordon’s Formula, P 
Safety factor 4. 


50 000 


1 + 


(12 L)2 
36 000 r 2 



Length in Feet. 


12 

14 

16 

18 

20 

22 

24 

26 

28 

30 

32 

34 

36 

38 

40 

94 

92 

91 

90 

88 

87 

85 

83 

81 

80 

78 

76 

74 

72 

70 

116 

115 

113 

111 

109 

107 

105 

103 

101 

98 

96 

94 

91 

89 

86 

138 

136 

135 

132 

130 

128 

125 

123 

120 

117 

114 

111 

108 

105 

103 

160 

158 

156 

153 

150 

148 

145 

142 

138 

135 

132 

128 

125 

122 

118 

181 

179 

176 

173 

170 

167 

164 

160 

157 

153 

149 

145 

141 

138 

134 

202 

199 

196 

193 

190 

186 

183 

179 

174 

170 

166 

162 

157 

153 

149 

100 

99 

97 

96 

94 

93 

91 

89 

87 

85 

83 

81 

79 

77 

75 

124 

122 

121 

119 

117 

115 

113 

110 

108 

106 

103 

101 

98 

95 

93 

147 

146 

144 

141 

139 

137 

134 

131 

128 

125 

122 

119 

116 

113 

110 

170 

168 

166 

164 

161 

158 

155 

152 

148 

145 

141 

138 

134 

131 

127 

193 

191 

188 

185 

182 

179 

175 

172 

168 

164 

160 

156 

152 

148 

144 

216 

213 

210 

207 

203 

199 

195 

191 

187 

183 

178 

174 

169 

165 

160 

148 

147 

145 

144 

142 

140 

138 

136 

134 

132 

129 

127 

125 

122 

120 

176 

175 

173 

171 

169 

167 

165 

162 

160 

157 

154 

151 

148 

145 

142 

204 

202 

200 

198 

196 

193 

191 

188 

185 

182 

178 

175 

172 

168 

165 

232 

230 

228 

225 

222 

219 

216 

213 

210 

206 

202 

198 

195 

191 

187 

259 

257 

254 

251 

248 

245 

242 

238 

234 

230 

226 

221 

217 

213 

208 

286 

283 

281 

277 

274 

270 

266 

262 

258 

254 

249 

244 

239 

234 

229 

312 

310 

306 

303 

299 

295 

291 

286 

282 

277 

272 

266 

261 

256 

250 

338 

335 

332 

328 

324 

320 

315 

310 

305 

299 

294 

288 

282 

277 

271 

364 

361 

357 

353 

348 

344 

339 

333 

328 

322 

316 

310 

303 

297 

291 

389 

386 

382 

277 

373 

367 

362 

356 

350 

344 

337 

331 

324 

317 

310 

180 

178 

177 

176 

174 

173 

171 

169 

167 

165 

163 

160 

158 

156 

153 

214 

213 

211 

210 

208 

206 

204 

202 

199 

197 

194 

191 

188 

186 

183 

249 

247 

245 

243 

241 

239 

236 

234 

231 

228 

225 

222 

218 

215 

212 

283 

281 

279 

277 

274 

271 

269 

265 

262 

259 

255 

252 

248 

244 

240 

316 

314 

312 

309 

307 

304 

300 

297 

293 

290 

286 

281 

277 

273 

269 

349 

347 

345 

342 

339 

335 

332 

328 

324 

320 

315 

311 

306 

301 

296 

382 

380 

377 

374 

370 

367 

363 

358 

354 

349 

345 

340 

334 

329 

324 

414 

412 

409 

405 

402 

398 

393 

389 

384 

379 

373 

368 

362 

357 

351 

446 

443 

440 

436 

432 

428 

423 

418 

413 

408 

402 

396 

390 

384 

378 

478 

475 

471 

467 

463 

458 

453 

448 

442 

436 

430 

424 

417 

411 

404 

509 

506 

502 

498 

493 

488 

483 

477 

471 

465 

458 

451 

444 

437 

430 

243 

242 

241 

239 

238 

236 

234 

232 

230 

228 

225 

223 

221 

218 

215 

282 

281 

279 

278 

276 

274 

272 

269 

267 

264 

262 

259 

256 

253 

250 

321 

319 

318 

316 

314 

311 

309 

306 

303 

300 

297 

294 

291 

287 

284 

359 

357 

356 

353 

351 

348 

346 

343 

340 

336 

333 

329 

325 

321 

317 

397 

395 

393 

391 

388 

385 

382 

379 

375 

272 

368 

364 

359 

355 

351 

435 

433 

430 

428 

425 

421 

418 

414 

411 

406 

402 

398 

393 

388 

384 

472 

470 

467 

464 

461 

457 

454 

450 

446 

441 

436 

432 

427 

421 

416 

509 

506 

503 

500 

497 

493 

489 

485 

480 

475 

470 

465 

459 

454 

448 

545 

542 

539 

536 

532 

528 

524 

519 

514 

509 

504 

498 

492 

486 

480 

581 

578 

575 

571 

567 

563 

558 

553 

548 

542 

537 

531 

524 

518 

511 

617 

613 

610 

606 

602 

597 

592 

587 

581 

575 

569 

563 

556 

549 

542 

















































264 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR RADIUS OF GYRATION, 

AXIS 2-2. 


Based on Gordon’s Formula, P 
Safety factor 4. 


50 000 
(12 L )2 ' 

’ 36 000 r* 



Size 

of 

Angles. 

Size 

of 

Plate. 

Weight 

of 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius of 
Gyration 
Axis 1-1. 

Radius of 
Gyration 
Axis 2-2. 

Length 
in Feet. 

Inches. 

Inches. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

Inches. 

6 


8 

10 

3 

x23 

12 

x M 

28.2 

8.24 

1.12 

4.87 

103 


102 

101 

U 

A 

u 

~h 

35.2 

10.23 

1.15 

4.85 

127 


126 

126 

u 

“ X 

a 

Vs 

41.7 

12.18 

1.17 

4.83, 

151 


151 

150 

u 

A 

u 

A 

48.3 

14.13 

1.20 

4.81 

175 


174 

173 

u 

“ l A 

u 

4 

54.4 

16.00 

1.23 

4.78 

199 


198 

197 

u 

u 9 

TJ 

a 

A 

61.0 

17.87 

1.26 

4.76 

222 


221 

219 

3 M 

x2 HxM 

12 

x Y\ 

29.8 

8.76 

1.35 

4.94 



108 

108 

a 

“ A 

u 

A 

37.2 

10.87 

1.38 

4.92 



134 

134 

u 

“ X 

u 

Vs 

44.1 

12.94 

1.41 

4.90 



160 

159 

u 

A 

u 

A 

51.1 

14.97 

1.43 

4.88 



185 

184 

a 

Vi 

a 

4 

58.0 

17.00 

1.46 

4.85 



210 

209 

u 

A 

u 

A 

64.6 

18.99 

1.49 

4.83 



235 

233 

4 

x 3 x A 

14 

x A 

43.7 

12.74 

1.54 

5.72 



158 

157 


Vs 

a 

Vs 

51.9 

15.17 

1.57 

5.70 



188 

188 


“ A 

a 

A 

60.0 

17.61 

1.60 

5.68 



218 

217 


Kz 

a 

4 

68.2 

20.00 

1.62 

5.66 



248 

247 


A 

a 

A 

76.4 

22.36 

1.65 

5.63 



277 

276 


“ X 

u 

5 A 

84.1 

24.67 

1.68 

5.61 



306 

305 


H 

u 

H 

91.9 

26.99 

1.71 

5.59 



335 

333 


“ X 

u 

X 

99.7 

29.26 

1.74 

5.57 



363 

361 


A 

u 

H 

107.1 

31.50 

1.77 

5.55 



390 

389 


“ X 

u 

Vs 

114.9 

33.69 

1.80 

5.53 



418 

416 

5 

x3HxA 

16 

x A 

51.8 

15.24 

1.94 

6.59 




189 

u 

“ X 

u 

Vs 

62.0 

18.20 

1.97 

6.57 



225 

u 

“ A 

u 

\S 

71.8 

21.12 

2.00 

6.54 



261 

u 

“ Vi 

u 

4 

81.6 

24.00 

2.02 

6.52 



297 

u 

A 

u 

A 

91.4 

26.88 

2.05 

6.50 



333 

it 

“ % 

u 

Vs 

101.2 

29.68 

2.08 

6.48 



368 

u 

tt 

a 

tt 

110.6 

32.48 

2.11 

6.46 

. 


402 

u 

X 

u 

X 

120.0 

35.24 

2.14 

6.44 



436 


H 

u 

H 

129.4 

38.00 

2.17 

6.41 



470 


Vs 

u 

4 

138.4 

40.68 

2.19 

6.39 



504 


tt 

u 

H 

147.8 

43.36 

2.22 

6.37 



537 

6 

X 34 x X 

18 

xK 

69.8 

20.43 

2.42 

7.49 





A 

u 

A 

80.8 

23.76 

2.44 

7.47 





Vl 

it 

4 

91.8 

27.00 

2.47 

7.45 





4 . 9 

Tff 

u 

A 

102.8 

30.25 

2.50 

7.42 





Vs 


^8 

113.9 

33.45 

2.52 

7.40 







tt 

124.5 

36.62 

2.55 

7.38 





X 



135.5 

39.74 

2.58 

7.36 





“ H 


« 

145.7 

42.87 

2.61 

7.34 





“ 4 


4 

156.4 

45.95 

2.64 

7.32 





“ H 


H 

166.6 

49.00 

2.67 

7.29 





“ 1 

u 

1 

176.8 

52.00 

2.70 

7.27 






































































































CAMBRIA STEEL. 






265 

SAFE 

LOADS IN THOUSANDS 

OF POUNDS 

FOR 

PLATE AND ANGLE COLUMNS. 

SQUARE ENDS 

• 

CALCULATED 

FOR RADIUS OF GYRATION, 

n 

1 








AXIS 2-2 

t. 




















L 



J 


Based on Gordon’s Formula. P = 

OU UUU 

. 

J.- 





- 1 



Safety factor 4. 


36 000 r 2 



i 

! 



Length in Feet. 

12 

14 

16 

18 

20 

22 

24 

26 

28 

30 

32 

34 

36 

38 

40 

101 

100 

99 

98 

97 

95 

94 

93 

91 

90 

88 

86 

85 


83 

81 

125 

124 

123 

121 

120 

118 

116 

115 

113 

111 

109 

107 

105 


103 

101 

149 

147 

146 

144 

143 

141 

139 

137 

134 

132 

130 

127 

125 


122 

120 

172 

171 

169 

167 

165 

163 

160 

158 

155 

153 

150 

147 

144 


141 

138 

195 

193 

191 

189 

187 

184 

182 

179 

176 

173 

170 

166 

163 


160 

156 

218 

216 

214 

211 

209 

206 

203 

199 

196 

193 

189 

185 

182 


178 

174 

107 

106 

105 

104 

103 

101 

100 

98 

97 

95 

94 

92 

90 


88 

87 

133 

131 

130 

129 

127 

126 

124 

122 

120 

118 

116 

114 

112 


110 

107 

158 

157 

155 

153 

152 

150 

148 

145 

143 

141 

138 

136 

133 


130 

128 

183 

181 

180 

178 

175 

173 

171 

168 

165 

163 

160 

157 

154 


151 

148 

207 

206 

204 

201 

199 

196 

194 

191 

188 

184 

181 

178 

174 


171 

167 

232 

230 

227 

225 

222 

219 

216 

213 

209 

206 

202 

198 

194 


190 

186 

156 

156 

154 

153 

152 

150 

149 

147 

145 

143 

142 

140 

137 


135 

133 

187 

185 

184 

183 

181 

179 

177 

175 

173 

171 

169 

166 

164 


161 

159 

216 

215 

213 

212 

210 

208 

205 

203 

201 

198 

195 

193 

190 


187 

184 

246 

244 

242 

240 

238 

236 

233 

231 

228 

225 

222 

218 

215 


212 

208 

275 

273 

271 

269 

266 

263 

261 

258 

254 

251 

248 

244 

240 


236 

233 

303 

301 

299 

296 

294 

291 

288 

284 

281 

277 

273 

269 

265 


261 

257 

331 

329 

327 

324 

321 

318 

314 

311 

307 

303 

298 

294 

289 


285 

280 

359 

357 

354 

351 

348 

344 

340 

336 

332 

328 

323 

318 

313 


308 

303 

386 

384 

381 

378 

374 

370 

366 

362 

357 

352 

347 

342 

337 


331 

326 

413 

411 

407 

404 

400 

396 

392 

387 

382 

377 

371 

366 

360 


354 

348 

188 

187 

186 

185 

184 

182 

181 

179 

178 

176 

174 

172 

170 


168 

166 

224 

223 

222 

221 

219 

218 

216 

214 

212 

210 

208 

205 

203 


201 

198 

260 

259 

258 

256 

254 

252 

250 

248 

246 

243 

241 

238 

235 


233 

230 

296 

295 

293 

291 

289 

287 

285 

282 

279 

277 

274 

271 

267 


264 

261 

331 

330 

328 

326 

324 

321 

318 

316 

313 

309 

306 

303 

299 


295 

292 

366 

364 

362 

360 

357 

355 

352 

349 

345 

342 

338 

334 

330 


326 

322 

400 

399 

396 

394 

391 

388 

385 

381 

378 

374 

370 

365 

361 


357 

352 

435 

432 

430 

427 

424 

421 

417 

414 

410 

405 

401 

396 

392 


387 

382 

468 

466 

463 

460 

457 

453 

450 

445 

441 

437 

432 

427 

422 


416 

411 

502 

499 

496 

493 

489 

486 

481 

477 

472 

467 

462 

457 

451 


446 

440 

534 

532 

529 

525 

521 

517 

513 

508 

503 

498 

492 

487 

481 


475 

468 

253 

252 

251 

250 

248 

247 

245 

244 

242 

240 

238 

236 

234 

232 

229 

294 

293 

291 

290 

288 

287 

285 

283 

281 

279 

276 

274 

272 

269 

266 

334 

333 

331 

330 

328 

326 

324 

322 

319 

317 

314 

312 

309 

306 

303 

374 

373 

371 

369 

367 

365 

363 

360 

358 

355 

352 

349 

316 

342 

339 

414 

412 

410 

408 

406 

404 

401 

398 

395 

392 

389 

385 

382 

378 

374 

453 

451 

449 

447 

445 

442 

439 

436 

433 

429 

426 

422 

418 

414 

410 

492 

490 

488 

485 

483 

480 

477 

473 

470 

466 

462 

458 

453 

449 

444 

530 

528 

526 

523 

520 

517 

514 

510 

506 

502 

498 

493 

489 

484 

479 

568 

566 

563 

561 

558 

554 

551 

547 

542 

538 

533 

529 

524 

518 

513 

606 

603 

601 

598 

595 

591 

587 

583 

578 

574 

569 

563 

558 

552 

547 

643 

641 

638 

634 

631 

627 

623 

618 

614 

609 

603 

598 

592 

586 

580 


















































266 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 

CALCULATED FOR RADIUS OF GYRATION, 

AXIS 2-2. 


Based on Gordon’s Formula, P = 
Safety factor 4. 


50 000 


(12 L) 2 


14 


36 000 r 2 


i 

L 

'j 



r 

i 

[ 

1 


Size 

of 

Ingles. 

Size 

of 

Plate. 

Weight 

of 

Column. 

Area 

of 

Column 

Section. 

Least 
Radius of 
Gyration 
Aiis 1-1. 

Radius of 
Gyration 
Axis 2-2. 

Length 

in Feet. 

Inches. 

Inches. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

Inohes. 

10 

12 

7x3 HxA 

14 x ■is 

S0.8 

23.73 

3.05 

1 » 

5.92 

293 

292 

“ “ Vt 

4 4 

J4 

91.8 

27.00 

3.08 

5.90 

334 

332 

il << _9_ 

16 

4 4 

A 

103.2 

30.24 

3.11 

5.87 

374 

372 

“ “ 5 /^ 

4 4 

5 /s 

113.7 

33.43 

3.13 

5.85 

413 

411 

“ “ H 

4 4 

H 

124.7 

36.63 

3.17 

5.83 

452 

450 

“ “ % 

4 4 

54 

135.3 

39.74 

3.20 

5.81 

491 

489 

“ “ H 

4 4 

if 

145.9 

42.86 

3.23 

5.79 

529 

527 

“ “ Vs 

4 4 

V* 

156.5 

45.93 

3.26 

5.76 

567 

564 

“ “ H 

4 4 

if 

166.6 

49.01 

3.29 

5.74 

605 

602 

4 1 4 4 

4 4 

1 

176.8 

52.00 

3.32 

5.72 

642 

639 

7x3 Vi*& 

16 x 

iT> 

83.8 

24.60 

3.00 

6.75 


304 

“ “ Vi 

4 4 

K2 

95.2 

28.00 

3.02 

6.73 


346 

4 4 4 4 9 

16 

4 4 

& 

107.0 

31.36 

3.06 

6.71 


387 

“ “ Vh 

4 4 

% 

118.0 

34.68 

3.08 

6.69 


428 

44 44 il 

16 

4 4 

H 

129.4 

38.00 

3.11 

6.67 


469 

“ “ H 

4 4 

54 

140.4 

41.24 

3.14 

6.64 


509 

“ “ tt 

4 4 

if 

151.4 

44.48 

3.17 

6.62 


549 


4 4 

Vh 

162.4 

47.68 

3.20 

6.60 


588 

“ ;; it 

4 4 

if 

173.0 

50.88 

3.23 

6.58 


627 

4 4 4 4 

44 

1 

183.6 

54.00 

3.26 

6.56 


666 

7x3Hx^ 

18x^ 

86.8 

25.48 

2.94 

7.58 


315 

“ “ Vt 

4 4 

Vi 

98.6 

29.00 

2.97 

7.55 


359 

“ “ A 

44 

fg 

110.8 

32.49 

3.00 

7.53 


402 

“ “ 5^ 

44 

Vh 

122.3 

35.93 

3.02 

7.51 


445 

“ “ tt 

4 4 

H 

134.1 

39.38 

3.06 

7.49 


487 


4 4 

54 

145.5 

42.74 

3.08 

7.47 


529 

“ “ if 

4 4 

13 

16 

156.9 

46.11 

3.11 

7.44 


570 

“ “ % 

4 4 

Vh 

168.4 

49.43 

3.14 

7.42 


612 

“ “ if 

4 4 

if 

179.4 

52.76 

3.17 

7.40 


652 


44 

1 

190.4 

56.00 

3.20 

7.38 


693 

7x3HxA 

20 x A 

89.8 

26.35 

2.89 

8.39 



“ “ Vi 

44 

5^ 

102.0 

30.00 

2.92 

8.37 



16 

14 

-TS 

114.7 

33.61 

2.95 

8.34 



“ “ % 

4 4 

Vh 

126.5 

37.18 

2.97 

8.32 



“ “ if 

44 

H 

138.7 

40.75 

3.00 

8.30 



“ “ 54 

44 

54 

150.6 

44.24 

3.03 

8.28 



44 44 11 

44 

if 

162.5 

47.73 

3.06 

8.25 



“ “ 34 

4 4 

Vh 

174.3 

51.18 

3.09 

8.23 



44 44 15 

44 44 i 6 

44 

if 

185.8 

54.63 

3.12 

8.21 




44 

1 

197.2 

58.00 

3.15 

8.19 


• • • • 

































































CAMBRIA STEEL. 


267 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
PLATE AND ANGLE COLUMNS. SQUARE ENDS. 


CALCULATED FOR RADIUS OF GYRATION, 

AXIS 2-2. 

Based on Gordon’s Formula, P = —— 

.. (12 L) 2 

Safety factor 4. ^~36 000 r 2 



Length in Feet. 


14 

16 

18 

20 

22 

24 

26 

28 

30 

32 

34 

36 

38 

40 

290 

288 

286 

284 

281 

278 

275 

272 

269 

266 

262 

258 

255 

251 

330 

328 

325 

323 

320 

317 

313 

310 

306 

302 

298 

294 

289 

285 

370 

367 

364 

361 

358 

354 

351 

347 

342 

338 

333 

329 

324 

319 

409 

406 

403 

399 

396 

392 

387 

383 

378 

373 

368 

363 

358 

352 

447 

444 

441 

437 

433 

429 

424 

419 

414 

408 

403 

397 

391 

385 

486 

482 

478 

474 

470 

465 

460 

455 

449 

443 

437 

431 

424 

418 

523 

520 

516 

511 

506 

501 

496 

490 

484 

477 

471 

464 

457 

450 

561 

557 

553 

548 

543 

537 

531 

525 

518 

511 

504 

497 

489 

482 

598 

594 

589 

584 

578 

572 

566 

559 

552 

545 

537 

529 

521 

513 

635 

630 

625 

620 

614 

607 

600 

593 

586 

578 

570 

561 

553 

544 

302 

301 

299 

297 

295 

293 

290 

288 

285 

282 

279 

276 

273 

270 

344 

342 

340 

338 

336 

333 

330 

327 

324 

321 

318 

314 

310 

307 

385 

383 

381 

379 

376 

373 

370 

366 

363 

359 

355 

352 

347 

343 

426 

424 

421 

419 

416 

412 

409 

405 

401 

397 

393 

389 

384 

379 

467 

464 

461 

458 

455 

451 

448 

443 

439 

435 

430 

425 

420 

415 

507 

504 

501 

498 

494 

490 

486 

481 

477 

472 

467 

461 

456 

450 

546 

543 

540 

536 

532 

528 

524 

519 

514 

509 

503 

497 

491 

485 

586 

582 

579 

575 

571 

566 

561 

556 

551 

545 

539 

533 

526 

520 

624 

621 

617 

613 

609 

604 

598 

593 

587 

581 

574 

568 

561 

554 

663 

659 

655 

651 

646 

641 

635 

629 

623 

616 

609 

602 

595 

588 

314 

313 

312 

310 

308 

306 

304 

302 

300 

297 

295 

292 

290 

287 

358 

356 

354 

353 

351 

348 

346 

344 

341 

338 

335 

332 

329 

326 

401 

399 

397 

395 

393 

390 

388 

385 

382 

379 

376 

372 

369 

365 

443 

441 

439 

437 

434 

432 

429 

426 

422 

419 

415 

411 

408 

403 

485 

483 

481 

478 

476 

473 

469 

466 

462 

459 

455 

450 

446 

442 

527 

525 

522 

519 

5.16 

513 

510 

506 

502 

498 

493 

489 

484 

479 

568 

566 

563 

560 

557 

553 

550 

546 

541 

537 

532 

527 

522 

517 

609 

607 

604 

601 

597 

593 

589 

585 

580 

575 

570 

565 

559 

554 

650 

647 

644 

641 

637 

633 

628 

624 

619 

613 

608 

602 

596 

590 

690 

687 

684 

680 

676 

672 

667 

662 

657 

651 

645 

639 

633 

626 

326 

325 

324 

322 

321 

319 

317 

315 

313 

311 

309 

307 

305 

302 

371 

370 

368 

367 

365 

363 

361 

359 

357 

354 

352 

349 

346 

344 

415 

414 

412 

411 

409 

407 

404 

402 

399 

397 

394 

391 

388 

385 

460 

458 

456 

454 

452 

450 

447 

445 

442 

439 

436 

432 

429 

426 

503 

502 

500 

498 

495 

493 

490 

487 

484 

481 

477 

473 

470 

466 

547 

545 

543 

541 

538 

535 

532 

529 

526 

522 

518 

514 

510 

506 

590 

588 

585 

583 

580 

577 

574 

570 

567 

563 

559 

554 

550 

545 

633 

630 

628 

625 

622 

619 

615 

612 

608 

603 

599 

594 

590 

585 

675 

672 

670 

667 

664 

660 

656 

652 

648 

644 

639 

634 

629 

623 

717 

714 

711 

708 | 

705 

701 

697 

693 

688 

683 

678 

673 

667 

662 




















































268 CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
LATTICED CHANNEL COLUMNS. 

SQUARE ENDS. 


Based on Gordon’s Formula P 


1 


50 000 
(12 L) 2 
36 000 r 2 


Safety factor 4. 



Depth 

of 

Channel. 

Weight 
of each 
Channel. 

Area 

of Column 
Section. 

Least 
Radius of 
Gyration. 

Length in Feet. 

Inches. 

Lhs. per Foot. 

Sq. Ins. 

Inches. 

4 

6 

8 

S 1 

10 

12 

14 

6 

8.0 

4.76 

2.34 

59 

58 

57 

55 

54 

52 

i i 

10.5 

6.18 

2.21 

76 

75 

73 

71 

69 

67 

i i 

13.0 

7.64 

2.13 

94 

93 

90 

88 

85 

81 

i t 

15.5 

9.12 

2.06 

112 

110 

107 

104 

100 

96 

7 

9.75 

5.70 

2.72 

71 

70 

69 

68 

66 

65 

11 

12.25 

7.20 

2.59 

89 

88 

87 

85 

83 

81 

i l 

14.75 

8.68 

2.50 

107 

106 

104 

102 

99 

96 

l i 

17.25 

10.14 

2.44 

125 

124 

121 

119 

116 

112 

< i 

19.75 

11.62 

2.39 

144 

142 

139 

136 

132 

128 

8 

11.25 

6.70 

3.11 

83 

83 

82 

80 

79 

77 

t i 

13.75 

8.08 

2.99 

100 

99 

98 

97 

95 

93 

i i 

16.25 

9.56 

2.89 

119 

117 

116 

114 

112 

109 

t i 

18.75 

11.02 

2.82 

137 

135 

134 

131 

128 

125 

i i 

21.25 

12.50 

2.77 

155 

153 

151 

149 

145 

142 

9 

13.25 

7.78 

3.45 


96 

95 

94 

93 

91 

1 4 

15.00 

8.82 

3.37 


109 

108 

107 

105 

103 

4 4 

20.00 

11.76 

3.20 


145 

143 

142 

139 

137 

4 4 

25.00 

14.70 

3.08 


181 

179 

177 

173 

170 

10 

15.0 

8.92 

3.84 


110 

110 

109 

107 

106 

4 4 

20.0 

11.76 

3.66 


146 

144 

143 

141 

139 

4 4 

25.0 

14.70 

3.52 


182 

180 

178 

176 

173 

4 4 

30.0 

17.64 

3.41 


218 

216 

213 

210 

207 

1 (i 

35.0 

20.58 

3.31 


254 

251 

248 

245 

240 

12 

20.5 

12.06 

4.61 



149 

148 

147 

146 

4 4 

25.0 

14.70 

4.43 



181 

180 

179 

177 

4 4 

30.0 

17.64 

4.28 



217 

216 

214 

211 

4 4 

35.0 

20.58 

4.17 



254 

251 

249 

246 

4 4 

40.0 

23.52 

4.09 



289 

287 

284 

281 

15 

33.0 

19.80 

5.59 



246 

244 

243 

241 

4 4 

35.0 

20.58 

5.56 



255 

254 

252 

251 

4 4 

40.0 

23.52 

5.44 



291 

290 

288 

286 

4 4 

45.0 

26.48 

5.32 



328 

326 

324 

322 

44 

50.0 

29.42 

5.23 



364 

363 

360 

357 

4 4 

55.0 

32.36 

5.16 

.... 

.... 

400 

399 

396 

393 


For detail dimensions see page 230 























































CAMBRIA STEEL. 269 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
LATTICED CHANNEL COLUMNS. 

SQUARE ENDS. 


Based on Gordon’s Formula P =- -• Safety factor 4. 

(12 LP. 

J ' 36 000 r* 


«gj 



'4 


!§a 


Length in Feet. 

Weight 
of each 
Channel 

Depth 

of 

Channels. 

16 

18 

20 

22 

24 

26 

28 

30 

Lbs. per Foot. 

Inches. 

50 

48 

46 

44 

42 




8.0 

6 

64 

61 

58 

55 

52 




10.5 

i i 

78 

74 

71 

67 

63 




13.0 

t ( 

92 

88 

83 

78 

74 

.... 


.... 

15.5 

i t 

63 

61 

58 

56 

54 

52 



9.75 

7 

78 

76 

73 

70 

67 

64 



12.25 

i i 

93 

90 

86 

83 

79 

76 



14.75 

< < 

108 

104 

100 

96 

92 

87 



17.25 

4 < 

123 

119 

113 

108 

104 

98 


.... 

19.75 

a 

76 

74 

72 

70 

68 

65 

63 

61 

11.25 

8 

90 

88 

86 

83 

80 

78 

75 

72 

13.75 

i ( 

107 

104 

100 

97 

94 

90 

87 

83 

16.25 

(i 

122 

118 

115 

111 

107 

103 

99 

95 

18.75 


138 

134 

129 

124 

120 

115 

111 

106 

21.25 

< t 

90 

88 

86 

84 

82 

80 

77 

75 

13.25 

9 

101 

99 

97 

94 

92 

90 

87 

84 

15.00 


134 

131 

127 

124 

120 

116 

113 

109 

20.00 


166 

162 

157 

153 

149 

143 

139 

134 

25.00 

“ 

104 

102 

101 

99 

97 

95 

93 

90 

15.0 

10 

136 

134 

131 

128 

125 

122 

119 

116 

20.0 


170 

166 

163 

159 

155 

151 

146 

143 

25.0 


203 

198 

194 

189 

185 

179 

174 

168 

30.0 


236 

230 

225 

219 

213 

207 

201 

194 

35.0 


144 

142 

140 

138 

136 

134 

131 

129 

20.5 

12 

175 

172 

170 

167 

165 

161 

159 

155 

25.0 


209 

206 

203 

200 

196 

192 

187 

184 

30.0 


243 

240 

236 

231 

227 

223 

218 

213 

35.0 


277 

273 

268 

263 

258 

253 

248 

243 

40.0 


240 

238 

235 

233 

230 

228 

225 

222 

33.0 

16 

249 

247 

245 

242 

240 

236 

234 

230 

35.0 


284 

282 

279 

276 

273 

269 

266 

262 

40.0 


319 

316 

313 

310 

306 

302 

298 

294 

45.0 


354 

352 

348 

344 

339 

334 

329 

325 

50.0 


390 

386 

381 

377 

372 

368 

i 

362 

357 

55.0 



For detail dimensions see page 230 































































270 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
LATTICED CHANNEL COLUMNS. 

SQUARE ENDS. 


Based on Gordon’s Formula P = 


1 


50 000 
(12 L) 2 ’ 

'36 000 r a 


Safety factor 4. 




r 

d 




Depth 

of 

Channels. 

Weight 
of each 
Channel. 

Area of 
Column 
Section. 

Least 

Radius of 
Gyration. 

Length in Feet. 

Inches. 

Lbs. per Foot. 

Sq. Ins. 

Inches. 

32 

34 

*36 

38 

40 

9 

13.25 

7.78 

3.45 

73 

71 




ii 

15.00 

8.82 

3.37 

81 

79 




ii 

20.00 

11.76 

3.20 

106 

101 




ii 

25.00 

14.70 

3.08 

129 

124 




10 

15.0 

8.92 

3.84 

87 

85 

83 

- 


a 

20.0 

11.76 

3.66 

113 

109 

106 



i i 

25.0 

14.70 

3.52 

138 

134 

130 



it 

30.0 

17.64 

3.41 

163 

158 

153 



a 

35.0 

20.58 

3.31 

188 

183 

176 



12 

20.5 

12.06 

4.61 

127 

124 

121 

119 

116 

ii 

25.0 

14.70 

4.43 

152 

149 

146 

142 

139 

a 

30.0 

17.64 

4.28 

180 

176 

172 

167 

164 

ii 

35.0 

20.58 

4.17 

208 

203 

199 

193 

188 

i i 

40.0 

23.52 

4.09 

236 

231 

224 

218 

212 

15 

33.0 

19.80 

5.59 

219 

215 

213 

209 

206 

ii 

35.0 

20.58 

5.56 

228 

224 

220 

217 

213 

ii 

40.0 

23.52 

5.44 

258 

254 

250 

246 

241 

ii 

45.0 

26.48 

5.32 

289 

284 

279 

275 

270 

ii 

50.0 

29.42 

5.23 

320 

315 

309 

303 

299 

ii 

55.0 

32.36 

5.16 

351 

344 

338 

332 

325 











For detail dimensions see page 230. 

















































CAMBRIA STEEL. 


271 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
LATTICED CHANNEL COLUMNS. 

SQUARE ENDS. 


Based on Qordon’s Formula P 


14 


50 000 
(12 L) 2 
'36 000 r a 



Safety factor 4 . 


Length in Feet. 

Weight 
of each 
Channel. 

Depth 

of 

Channels. 

42 

44 

46 

48 

50 

52 

54 

Lbs. per Foot. 

Inches. 








13.25 

9 








15.00 

n 








20.00 

u 








25.00 

44 








15.0 

* 10 








20.0 

44 








25.0 

44 







. 

30.0 

44 








35.0 

44 

113 

111 

108 





20.5 

12 

135 

132 

128 





25.0 

44 

159 

155 

151 





30.0 

44 

183 

178 

173 





35.0 

44 

206 

200 

196 





40.0 

44 

202 

199 

195 

192 

188 

184 

181 

33.0 

15 

210 

206 

203 

199 

194 

191 

187 

35.0 

u 

238 

233 

228 

224 

220 

215 

211 

40.0 

4 4 

265 

260 

255 

250 

245 

239 

234 

45.0 

4 4 

293 

287 

281 

275 

269 

264 

258 

50.0 

4 4 

319 

314 

307 

301 

294 

287 

281 

55.0 

44 


For detail dimensions see page 230. 























































272 


CAMBRIA STEEL. 


SIZE OF SINGLE LATTICE BARS TO BE USED WITH 
LATTICED CHANNEL COLUMNS. 


Depth 

Dimensions of Lattice 

Weight of 

Center of Hole 

Distance Center to Center 

of 



Lattice Bars 

to End of Bar. 

of Rivets, (d) 

Channels. 

w 

Thickness. 

per Foot. 

(a) 

Maximum. 

Minimum. 

Inches. 

Inches. 

Inch. 

Pounds. 

Inch. 

Inches. 

Inches. 

6 

IX 

X 

1.49 

IX 

10 

6 X 

7 

2 

X 

1.70 

ix 

10 

7H 

8 

2 


2.12 

IX 

12X 

m 

9 

2X 

1T6 

2.39 

IX 

12X 

9X 

10 

2K 

H 

2.87 

ix 

15 

lOyi 

12 

2X 

X 

2.87 

IX 

15 

13 

15 

2K 

7 

T6 

3.72 

IX 

17X 



T-r 


MAXIMUM LENGTHS OF LATTICE BARS BETWEEN 
FLANGE RIVET CENTERS FOR DIFFERENT 
BAR THICKNESSES. 



Latticing should be so proportioned to resist a shearing stress, 2% of direct 
stress. 

Inclination of lattice bars to axis of member should not be less than 45 degrees. 
Where distance between lines of flange rivets exceeds 15 inches, if single rivet 
bars be used, lattice should be double. 

Pitch of lattice rivets along flange divided by least radius of gyration of the 
member between connections should be less than corresponding ratio of the 
member as a whole. 


































































CAMBRIA STEEL. 273 


SIZE OF STAY PLATES TO BE USED WITH 
LATTICED CHANNEL COLUMNS. 


Minimum size of Stay 

Plates at Ends of Columns. 

Weight of 
Minimum 
Stay Plate. 

Diameter 

of 

Rivets. 

b 

Thickness. 

1 

Inches. 

Inch. 

Inches. 

Pounds. 

Inch. 

VA 

K 

5 K 

3.06 

X 

8 K 

A 

6A 

4.07 

X, A 

9H 

A 

VA 

5.12 

X. A 

10 % 

V* 

8 A 

6.07 

X. A 

11 A 

A 

9 A 

7.54 

X, A 

13H 

A 

11 A 

10.86 

X. A 

16 A 

-h 

13 A 

19.07 

A. X 



DISTANCES TO BE ADDED TO LENGTHS OF LATTICE 
BARS BETWEEN FLANGE RIVET CENTERS 
TO GIVE FULL LENGTHS. 

r-L" 

k- f-kk -o-k , k-C-k 

| (o o)C° °)C^~ W 6) ; 


Add to Length c 


Width 

of 

Bar. 

w 

For Finished Length f. 

For Ordered Length o. 

Rivet Diameter. 

Rivet Diameter. 

1 

2 

5 

8 

3 

T 

7 

8 

1 

Y 

5 

8" 

3 

T 

7 

T 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

IX 

1 A 

2 

2 A 

2X 

2 A 

3 

2 




2X 

2 A 

3 

3 

3 

3 

3K 

3K 

4 

3X 

3X 

4 

2A 

2X 

2X 



** 

2X 

2X 

3 

3 

3K 







3 

3 

3X 















Length of end stay plates should be not less than distance between lines of 
flange rivets. 

Length of intermediate stay plates should be not less than one-half same 
distance. 

Thickness of stay plates should be not less than %o same distance. 



























































































274 


CAMBKIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
6" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


H 


50 000 
(12 L) 2 ’ 

'36 000 r» 



SERIES A. 


Safety factor 4 . 


Weight 

of each 

Channel. 

Thickness 

of 

Plates. 

Weight 

of 

Column. 

Area 

of Column 

Section. 

Least 

Radius of 

Gyration. 

1 1 

Length in Feet. 

Lb*, per Foot. 

Inch. 

Lbe.per Ft. 

Sq. Ins. 

Inches. 

4 

6 

8 

10 

8 

H 

29.6 

8.76 

2.35 

108 

107 

105 

102 

44 

A 

33.0 

9.76 

2.35 

121 

119 

117 

114 

4 4 

H 

36.4 

10.76 

2.34 

133 

131 

129 

125 

44 

A 

39.8 

11.76 

2.34 

145 

143 

lil 

137 

44 

H 

43.2 

12.76 

2.34 

158 

155 

155 

149 

44 

A 

46.6 

13.76 

2.34 

170 

167 

164 

160 

44 

k 

50.0 

14.76 

2.33 

182 

180 

176 

172 

10.6 

H 

34.6 

10.18 

2.27 

126 

124 

121 

118 

44 

A 

38.0 

11.18 

2.27 

138 

136 

133 

130 

44 

H 

41.4 

12.18 

2.28 

150 

148 

145 

141 

4 4 

A 

44.8 

13.18 

2.28 

163 

160 

157 

153 , 

44 

Vi 

A 

48.2 

14.18 

2.28 

175 

173 

169 

165 

44 

51.6 

15.18 

2.28 

187 

185 

181 

176 

44 

k 

55.0 

16.18 

2.28 

200 

197 

193 

188 

13 

y* 

39.6 

11.64 

2.20 

144 

141 

138 

135 

44 

A 

43.0 

12.64 

2.21 

156 

154 

150 

146 

4 4 

H 

46.4 

13.64 

2.22 

168 

166 

162 

158 

44 

A 

49.8 

14.64 

2.23 

181 

178 

174 

169 

14 

Yi 

53.2 

15.64 

2.23 

193 

190 

186 

181 

44 

A 

56.6 

16.64 

2.24 

205 

202 

198 

192 

44 

Ks 

60.0 

17.64 

2.24 

218 

214 

210 

204 

16.6 

M 

44.6 

13.12 

2.14 

162 

159 

155 

151 

44 

A 

48.0 

14.12 

2.15 

174 

171 

167 

162 

44 

H 

51.4 

15.12 

2.16 

186 

183 

179 

174 

44 

A 

54.8 

16.12 

2.17 

199 

195 

191 

186 

44 


58.2 

17.12 

2.18 

211 

207 

203 

197 

44 

A 

61.6 

18.12 

2.19 

224 

220 

215 

209 

41 

% 

65.0 

19.12 

2.19 

236 

232 

227 

220 


For detail dimensions see page 232 








































CAMBRIA STEEL. 


275 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
6" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 


1 


50 000 
(12 L )2 
'36 000 r 2 


SERIES A. 


Safety factor 4. 







4 











Thickness 

Weight 



Length in Feet. 



of 

of each 








Plates. 

Channel. 

12 

14 

16 

18 

20 

22 

24 

Inoh. 

Lbs. per Foot. 

99 

96 

92 

89 

85 

81 

77 

X 

8 

111 

107 

103 

99 

95 

90 

86 

5 

16 


122 

118 

114 

109 

104 

99 

94 

Vs 


133 

128 

124 

119 

114 

109 

103 

Ilf 


144 

139 

135 

129 

124 

118 

112 



156 

150 

145 

139 

133 

127 

121 

YS 


166 

161 

155 

149 

142 

136 

130 

Vs 


114 

110 

106 

102 

97 

92 

88 

X 

10.5 

126 

121 

117 

112 

107 

102* 

96 

5 

16 


137 

-133 

127 

122 

116 

111 

106 

Vs 


148 

143 

138 

132 

126 

120 

114 

IS 


159 

154 

148 

142 

135 

130 

123 

X 


171 

165 

159 

152 

144 

139 

132 

-h 


182 

176 

169 

162 

154 

148 

140 

Vs 


130 

125 

120 

115 

109 

104 

99 

X 

13 

141 

136 

131 

125 

119 

113 

107 

& 


153 

147 

141 

135 

129 

122 

116 

Vs 


164 

158 

152 

145 

138 

131 

125 

T6 


175 

169 

162 

155 

148 

140 

133 

x 


186 

179 

173 

166 

158 

150 

143 

xS 


197 

190 

183 

176 

167 

159 

151 

Vs 


146 

140 

134 

128 

122 

115 

109 

X 

15.5 

157 

151 

145 

138 

131 

125 

118 

5 

16 


170 

162T 

155 

148 

140 

133 

127 

Vs 


180 

172 

165 

158 

150 

143 

135 

16 


191 

184 

176 

168 

160 

152 

144 

Vi 


202 

195 

187 

178 

170 

162 

153 

TS 


213 

205 

197 

188 

180 

171 

161 

Vs 

L 


For detail dimensions see page 232 





































276 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
7" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 



SERIES 


l 


50 000 
(12 L) 2 ‘ 

36 000 r 2 


A. 


Safety factor 4. 


Weight 
of each 
Channel. 

Thickness 

of 

Plates. 

Weight 

Column. 

Area 

of Column 
Section. 

Least 
Radius of 
Gyration. 

Length in Feet 


Lbs. per Foot. 

Inch. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

4 

“6 

8 

10 

9-75 

X 

34.8 

10.20 

2.63 

126 

125 

123 

121 

l i 

& 

38.6 

11.32 

2.63 

140 

139 

137 

134 

i i 

% 

42.5 

12.45 

2.62 

154 

152 

150 

147 

4 4 

tV 

46.3 

13.58 

2.62 

168 

166 

163 

160 

4 4 


50.1 

14.70 

2.62 

182 

180 

177 

174 

4 4 

-lS 

53.9 

15.82 

2.62 

196 

194 

190 

187 

4 4 

Vs 

57.8 

16.95 

2.62 

210 

207 

204 

200 

12.25 

X 

39.8 

11.70 

2.55 

145 

143 

141 

138 

4 4 

A 

43.6 

12.82 

2.56 

159 

157 

154 

151 

4 4 

X 

47.5 

13.95 

2.56 

173 

171 

168 

164 

4 4 

A 

51.3 

15.08 

2.56 

187 

185 

182 

178 

44 

Vi 

55.1 

16.20 

2.57 

200 

198 

195 

191 

4 4 

■h 

58.9 

17.32 

2.57 

214 

212 

208 

204 

4 4 

A 

62.8 

18.45 

2.57 

228 

226 

222 

217 

14.75 

X 

44.8 

13.18 

2.49 

163 

161 

158 

155 

4 4 

TS 

48.6 

44.30 

2.50 

177 

175 

172 

168 

4 4 

Vs 

52.5 

15.43 

2.50 

191 

189 

185 

181 

4 4 

rS 

56.3 

16.56 

2.51 

205 

202 

199 

195 

4 4 

X 

60.1 

17.68 

2.52 

219 

216 

212 

208 

4 4 

"1$ 

63.9 

18.80 

2.52 

233 

230 

228 

221 

4 4 

X 

67.8 

19.93 

2.53 

247 

244 

239 

234 

17.25 

X 

49.8 

14.64 

2.42 

181 

178 

175 

171 

44 

"16 

53.6 

15.76 

2.43 

195 

192 

189 

185 

<4 

X 

✓ 57.5 

16.89 

2.45 

209 

206 

202 

198 

41 


61.3 

18.02 

2.46 

223 

220 

216 

211 

44 

3 ^ 

65.1 

19.14 

2.46 

237 

234 

229 

224 

44 

' 16 

68.9 

20.26 

2.47 

251 

248 

243 

238 

4 4 

Vs 

72.8 

21.39 

2.48 

265 

261 

257 

251 

19.75 

X 

54.8 

16.12 

2.37 

199 

197 

193 

188 

4 4 

& 

58.6 

17.24 

2.38 

213 

210 

206 

201 

44 

Vs 

62.5 

18.37 

2.40 

227 

224 

220 

214 


1*6 

66.3 

19.50 

2.41 

241 

238 

234 

228 

44 

Vi 

70.1 

20.62 

2.42 

255 

251 

247 

242 


■h 

73.9 

21.74 

2.43 

269 

265 

260 

255 


Vs 

77.8 

22.87 

2.44 

283 

279 

274 

268 


For detail dimensions see page 232 













































CAMBRIA STEEL. 


277 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
7" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


14 


50 000 
(12 L) 2 ' 

'36 000 r 2 


SERIES A. 


Safety factor 4. 


k—9-">i 





4 




Length in Feet. 

Thickness 

of 

Plates. 

Veight 
of each 
Channel. 

12 

14 

16 

18 

20 

22 

24 

26 

Inch. 

Lbs.per Ft. 

118 

115 

111 

108 

104 

99 

96 

92 

X 

9.75 

130 

127 

123 

119 

115 

110 

106 

102 

~lS 

i l 

143 

140 

135 

131 

126 

121 

116 

112 

Vs 

ii 

156 

153 

148 

143 

138 

132 

127 

122 

lS 

it 

169 

165 

160 

154 

149 

143 

137 

132 

X 


182 

178 

172 

166 

161 

154 

148 

142 

9 

16 

11 

195 

190 

184 

178 

172 

165 

158 

152 

Vs 

i t 

134 

130 

126 

122 

118 

113 

108 

103 

X 

12.25 

147 

143 

139 

134 

129 

124 

118 

113 

5 

16 

t < 

16Q 

156 

151 

146 

140 

135 

129 

123 

Vs 


173 

168 

163 

158 

152 

145 

139 

133 

TS 


186 

181 

176 

169 

163 

156 

150 

144 

X 


199 

194 

188 

181 

174 

167 

161 

154 

TS 


212 

207 

200 

193 

185 

178 

171 

164 

Vs 


151 

146 

142 

136 

131 

126 

120 

115 

X 

14.75 

164 

159 

154 

148 

142 

136 

131 

125 

TS 

< t 

177 

171 

166 

160 

154 

147 

141 

135 

Vs 


190 

184 

178 

171 

165 

158 

151 

144 

iS 


202 

196 

191 

184 

177 

170 

162 

155 

A 


215 

209 

203 

196 

188 

180 

173 

165 



229 

222 

215 

207 

199 

191 

183 

175 

Vs 


166 

161 

156 

150 

143 

137 

131 

126 

X 

17.25 

180 

174 

168 

162 

155 

148 

142 

135 

~TS 


193 

187 

181 

174 

166 

159 

153 

146 

Vs 


206 

199 

193 

186 

178 

171 

163 

155 

7 

16 


218 

212 

205 

197 

190 

182 

173 

165 

A 


231 

224 

217 

209 

201 

192 

184 

176 

fs 


245 

238 

229 

220 

212 

203 

194 

186 

Vs 


183 

177 

170 

164 

157 

150 

143 

136 

X 

19.75 

196 

189 

183 

175 

168 

161 

153 

146 

5 

16 


209 

202 

195 

187 

180 

172 

164 

157 

A 


222 

215 

208 

199 

191 

183 

174 

166 

TS 


234 

227 

220 

211 

202 

194 

185 

177 

A 


248 

240 

231 

223 

214 

204 

195 

186 

iS 


261 

253 

243 

235 

225 

216 

207 

196 

Vs 



For detail dimensions see page 232 








































278 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
8" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 


h—-10-—*i 





4 




i-f 


SERIES 


50 000 
(12 L)* 
36 000 r* 


A. 


Safety factor 4. 


Weight 
of each 
Channel. 

Thickness 

of 

Plates. 

Weight 

of 

Column. 

Area of 
Column 
Section. 

Least 
Radius of 
Gyration. 

Length in Feet. 

« 1 

Lbs. per Foot. 

Inch. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

4 

6 

8 

10 

12 

11.25 

y< 

39.5 

11.70 

2.98 

145 

144 

142 

140 

137 

ii 

A 

43.7 

12.95 

2.97 

161 

159 

157 

155 

152 

i i 

H 

48.0 

14.20 

2.97 

176 

175 

172 

170 

167 

l i 

A 

52.3 

15.45 

2.96 

192 

190 

188 

185 

181 

i 4 


56.5 

16.70 

2.95 

207 

205 

203 

200 

196 

l 4 

A 

60.8 

17.95 

2.95 

223 

221 

219 

214 

210 

4 4 


65.0 

19.20 

2.95 

238 

236 

233 

229 

225 

13.75 

Yx 

44.5 

13.08 

2.92 

162 

161 

159 

156 

153 

4 4 

A 

48.7 

14.33 

2.92 

178 

176 

174 

171 

168 

4 4 

H 

53.0 

15.58 

2.92 

193 

191 

189 

186 

182 

4 4 

A 

57.3 

16.83 

2.91 

209 

207 

204 

201 

197 

4 4 

k 

61.5 

18.08 

2.91 

224 

222 

220 

216 

212 

4 4 

A 

65.8 

19.33 

2.91 

240 

237 

235 

231 

226 

4 4 


70.0 

20.58 

2.91 

255 

253 

250 

246 

241 

16.25 


49.5 

14.56 

2.86 

181 

179 

176 

173 

170 

44 

A 

53.7 

15.81 

2.87 

196 

194 

192 

188 

185 

4 4 


58.0 

17.06 

2.87 

212 

210 

207 

203 

199 

4 4 

A 

62.3 

18.31 

2.87 

227 

225 

222 

218 

214 

4 4 


66.5 

19.56 

2.87 

243 

240 

237 

233 

228 

4 4 

A 

70.8 

20.81 

2.87 

258 

256 

252 

248 

243 

44 


75.0 

22.06 

2.87 

274 

271 

267 

263 

258 

18.75 


54.5 

16.02 

2.81 

199 

197 

194 

190, 

186 

4 4 

A 

58.7 

17.27 

2.81 

214 

212 

209 

205 

201 

4 4 

H 

63.0 

18.52 

2.82 

230 

227 

224 

221 

216 

4 4 

A 

67.3 

19.77 

2.82 

245 

243 

240 

236 

230 


K 

71.5 

21.02 

2.83 

261 

258 

255 

250 

245 


A 

75.8 

22.27 

2.83 

276 

274 

270 

265 

260 


% 

80.0 

23.52 

2.83 

292 

289 

285 

280 

275 

21.25 

Yx 

59.5 

17.50 

2.76 

217 

215 

212 

208 

204 


A 

63.7 

18.75 

2.77 

233 

230 

227 

223 

218 



68.0 

20.00 

2.77 

248 

245 

242 

238 

233 


A 

72.3 

21.25 

2.78 

264 

261 

257 

253 

247 


Y 

76.5 

22.50 

2.79 

279 

276 

272 

267 

262 


A 

80.8 

23.75 

2.79 

295 

291 

287 

282 

276 


5^ 

85.0 

25.00 

2.80 

310 

307 

302 

297 

291 


For detail dimensions see page 232 











































CAMBRIA STEEL. 


279 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
8" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


1 


50 000 
(12 L)* ' 

'36 000 r 2 


SERIES A. 


Safety factor 4. 



Length in Feet. 

Thiokness 

of 

Plates. 

Weight of 
each 
Channel. 

14 

16 

18 

20 

22 

24 

26 

28 

30 

Inch. 

Lbs. per Foot. 

134 

131 

128 

124 

120 

116 

112 

108 

104 

M 

11.25 

149 

145 

141 

137 

133 

128 

124 

120 

115 

A 

4 4 

163 

159 

154 

150 

146 

141 

136 

131 

126 

X 

44 

177 

173 

168 

163 

158 

153 

147 

142 

137 

A 

4 4 

192 

187 

182 

176 

170 

165 

159 

153 

147 

Vi 

ii 

206 

201 

195 

189 

183 

178 

171 

165 

158 

A 

ii 

221 

215 

209 

203 

196 

190 

183 

177 

169 

X 

(1 

150 

146 

142 

138 

133 

129 

124 

119 

115 

M 

13.75 

164 

160 

155 

151 

146 

141 

136 

131 

126 

A 

< < 

178 

174 

169 

164 

159 

153 

148 

142 

137 

X 

11 

193 

188 

182 

177 

171 

166 

160 

153 

148 

A 

4 4 

207 

202 

196 

190 

184 

178 

172 

164 

159 

X 

44 

221 

216 

209 

203 

196 

190 

183 

176 

170 

A 

4 1 

236 

229 

223 

216 

209 

203 

195 

187 

181 

X 

ii 

166 

162 

157 

152 

147 

142 

137 

131 

126 

M 

16.25 

180 

176 

171 

165 

160 

154 

148 

143 

137 

A 

4 4 

195 

189 

184 

178 

172 

166 

160 

154 

148 

X 

4 4 

209 

203 

198 

191 

185 

178 

172 

165 

159 

A 

4 4 

223 

217 

211 

204 

198 

191 

184 

177 

170 


44 

237 

231 

224 

217 

210 

203 

195 

188 

181 

A 

4 4 

252 

245 

238 

231 

223 

215 

207 

199 

191 

X 

4 4 

182 

177 

172 

167 

161 

155 

149 

143 

137 

M 

18.75 

196 

191 

185 

180 

174 

167 

160 

154 

148 

A 

4 4 

210 

205 

199 

193 

186 

180 

173 

166 

160 

X 

4 4 

225 

219 

212 

206 

199 

192 

185 

178 

171 

ft 

44 

240 

233 

226 

219 

211 

204 

196 

189 

181 

Vi 

4 4 

254 

246 

239 

232 

224 

216 

208 

200 

192 

A 

4 4 

268 

260 

253 

245 

236 

228 

220 

211 

203 

X 


198 

193 

187 

181 

174 

168 

162 

155 

148 

X 

21.25 

212 

207 

200 

194 

187 

180 

173 

166 

159 

A 


226 

220 

214 

207 

200 

192 

185 

178 

170 

X 


241 

234 

227 

220 

213 

205 

196 

189 

181 

A 


256 

249 

241 

233 

225 

217 

209 

201 

192 

Vi 


270 

263 

254 

246 

238 

229 

221 

212 

202 

A 


284 

277 

268 

260 

250 

241 

232 

223 

214 

X 



For detail dimensions see page 232 











































280 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
9" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


1-t 


50 000 
(12 L) 2 ' 

36 000 r J 


h— ii---*] 


1 


T 

4 




SERIES A. 


Safety factor 4. 


Weight of 

each 

Channel. 

Thick¬ 
ness of 

Plates. 

Weight 

of 

Column. 

Irea of 

Column 

Section. 

Least 

Radius of 

Gyration. 

1 1 

Length in Feet. 

Lbs. per Ft. 

Inch. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

6 

8 

10 

12 

14 

16 

13.25 

X 

45.2 

13.28 

3.34 

164 

162 

160 

158 

155 

152 

ii 

A 

49.9 

14.66 

3.32 

181 

179 

177 

174 

171 

168 

i i 

Vh 

54.6 

16.03 

3.31 

198 

196 

193 

191 

187 

183 

i t 

lV 

59.2 

17.40 

3.30 

215 

213 

210 

207 

203 

199 

i i 

Vi 

63.9 

18.78 

3.29 

232 

229 

227 

223 

219 

214 

a 

TS 

68.5 

20.16 

3.28 

249 

246 

243 

239 

235 

230 

it 

Vs 

73.3 

21.53 

3.28 

266 

263 

260 

255 

251 

246 

15 

X 

48.7 

14.32 

3.29 

177 

175 

173 

170 

167 

163 

ii 

A 

53.4 

15.70 

3.28 

194 

192 

189 

186 

183 

179 

ii 

Vs 

58.1 

17.07 

3.28 

211 

209 

206 

202 

199 

195 

a 

A 

62.7 

18.44 

3.27 

228 

225 

222 

219 

215 

210 

i i 


67.4 

19.82 

3.26 

245 

242 

239 

235 

231 

226 

ii 

fs 

72.0 

21.20 

3.26 

262 

259 

255 

251 

247 

242 

a 

H 

76.8 

22.57 

3.25 

279 

275 

272 

267 

263 

257 

20 

X 

58.7 

17.26 

3.19 

213 

210 

208 

204 

200 

196 

i < 

A 

63.4 

18.64 

3.19 

230 

227 

224 

220 

216 

212 

a 


68.1 

20.01 

3.19 

247 

244 

241 

236 

232 

227 

i i 

TS 

72.7 

21.38 

3.19 

263 

261 

257 

253 

248 

243 

i t 

'A 

77.4 

22.76 

3.19 

280 

278 

274 

269 

264 

259 

i i 

& 

82.0 

24.14 

3.19 

297 

294 

291 

285 

280 

274 

t i 

5 A 

86.8 

25.51 

3.18 

314 

311 

307 

301 

296 

290 

25 

X 

68.7 

20.20 

3.10 

249 

246 

243 

238 

234 

228 

ii 

TS 

73.4 

21.58 

3.11 

266 

263 

259 

254 

250 

244 

it 

Vs 

78.1 

22.95 

3.11 

283 

279 

276 

270 

265 

260 

a 

lS 

82.7 

24.32 

3.12 

300 

296 

292 

287 

281 

275 

i i 

V2 

87.4 

25.70 

3.12 

317 

313 

309 

304 

297 

291 

i i 

1® S 

92.0 

27.08 

3.12 

334 

330 

325 

320 

313 

307 

i i 

b A 

96.8 

28.45 

3.12 

351 

346 

342 

336 

329 

322 


For detail dimensions see page 232 










































CAMBRIA STEEL. 


281 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
9" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 


50 000 
I (12 L) 2 ' 

06 000 r 2 


Safety factor 4. 


<—11"—H 


SERIES A. 


1 



d 













Thickness 

Weight of 




Length in 

Feet. 




of 

each 










Plates. 

Channel. 

18 

1 

20 

22 

24 

26 

28 

CO 

O 

32 

34 

Inch. 

Lbs. per Foot. 

149 

145 

141 

137 

134 

129 

125 

121 

117 

K 

13.25 

164 

160 

156 

152 

147 

143 

138 

134 

129 

5 

16 

a 

179 

175 

171 

165 

160 

155 

150 

146 

141 


Tt 

194 

189 

184 

179 

174 

169 

163 

158 

153 

7 

16 

i l 

209 

204 

199 

194 

188 

182 

176 

171 

165 


it 

225 

219 

214 

208 

202 

195 

189 

182 

176 

9 

16 

it 

240 

234 

228 

222 

215 

209 

202 

194 

188 

Vs 

a 

160 

156 

152 

148 

143 

139 

134 

130 

126 

M 

15 

175 

171 

166 

162 

157 

152 

147 

142 

137 

5 

16 

t c 

190 

186 

181 

176 

171 

166 

160 

154 

149 

Vs 

it 

206 

201 

195 

190 

184 

178 

172 

167 

161 

T 6 

a 

221 

216 

210 

203 

197 

191 

185 

179 

173 


a 

236 

231 

225 

217 

211 

204 

198 

191 

185 

9 

16 

a 

252 

245 

238 

231 

225 

218 

211 

204 

196 

Vs 

a 

192 

186 

181 

176 

170 

165 

159 

154 

148 

M 

20 

207 

201 

196 

190 

184 

178 

172 

166 

160 

5 

16 

a 

222 

216 

210 

204 

197 

191 

185 

179 

172 

Vs 

a 

237 

231 

224 

218 

211 

204 

197 

191 

183 

7 

16 

a 

253 

246 

239 

232 

224 

217 

210 

203 

195 

V 2 

it 

268 

260 

253 

246 

238 

230 

223 

216 

207 

9 

16 

it 

282 

275 

268 

260 

251 

243 

236 

226 

219 

Vs 

a 

223 

216 

210 

204 

197 

191 

183 

177 

170 

H 

25 

238 

232 

224 

218 

210 

204 

197 

189 

183 

5 

16 

ii 

253 

246 

239 

232 

224 

217 

210 

201 

194 

Vs 

i t 

268 

261 

253 

246 

238 

230 

222 

213 

206 

7 

16 

i t 

283 

276 

267 

260 

252 

243 

235 

226 

218 

¥2 

t i 

298 

291 

282 

274 

265 

256 

247 

238 

229 

& 

11 

313 

306 

296 

287 

279 

269 

260 

250 

241 

Vs 

i t 


For detail dimensions see page 232 

















































282 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
10" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


50 000 _ . . , . . 

- (12 l) 7 ‘ Safety factor 4. 

1+ 36 000T* 



SERIES A. 


Weight 
of each 
Channel. 

Thick¬ 
ness of 
Plates. 

Weight 

Column. 

Area of 
Column 
Section. 

Least 
Radius of 
Gyration. 

Length in Feet. 

Lbs. per Ft. 

Inch. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

6 

8 

1<T 

12 

14 

16 

15 

K 

50.4 

14.92 

3.62 

184 

183 

181 

179 

176 

173 

n 

A 

55.5 

16.42 

3.61 

203 

201 

199 

197 

193 

191 

n 

% 

60.6 

17.92 

3.59 

221 

220 

217 

215 

211 

207 

u 

1*6 

65.7 

19.42 

3.58 

240 

238 

235 

232 

229 

225 

it 


70.8 

20.92 

3.58 

259 

257 

254 

250 

247 

242 

i i 

A 

75.9 

22.42 

3.57 

277 

275 

272 

268 

264 

259 

ll 


81.0 

23.92 

3.56 

296 

293 

290 

286 

282 

277 

20 

Vx 

60.4 

17.76 

3.52 

219 

217 

215 

212 

209 

205 

1 1 

is 

65.5 

19.26 

3.52 

238 

236 

233 

230 

226 

223 

II 


70.6 

20.76 

3.51 

257 

254 

252 

248 

244 

239 

II 

is 

75.7 

22.26 

3.51 

275 

272 

270 

266 

262 

257 

it 

K 

80.8 

23.76 

3.51 

294 

291 

288 

284 

279 

274 

it 


85.9 

25.26 

3.50 

312 

309 

305 

302 

297 

291 

II 

N 

91.0 

26.76 

3.50 

331 

328 

324 

320 

314 

308 

25 


70.4 

20.70 

3.42 

255 

253 

250 

247 

242 

238 

II 

TT 

75.5 

22.20 

3.43 

274 

272 

268 

265 

260 

255 

II 


80.6 

23.70 

3.43 

293 

290 

287 

282 

278 

272 

II 

VS 

85.7 

25.2T) 

3.43 

311 

308 

305 

300 

295 

289 

II 

V2 

90.8 

26.70 

3.43 

330 

327 

323 

318 

313 

307 

II 

is 

95.9 

28.20 

3.44 

348 

345 

341 

336 

330 

324 

II 

% 

101.0 

29.70 

3.44 

367 

364 

359 

355 

348 

341 

30 

Vx 

80.4 

23.64 

3.33 

292 

289 

285 

281 

276 

271 

II 

is 

85.5 

25.14 

3.34 

310 

307 

303 

299 

294 

288 

II 

% 

90.6 

26.64 

3.35 

329 

325 

321 

317 

311 

305 

II 

is 

95.7 

28.14 

3.36 

347 

344 

340 

334 

329 

322 

II 

A 

100.8 

29.64 

3.36 

366 

362 

358 

352 

346 

339 

II 

is 

105.9 

31.14 

3.37 

384 

380 

376 

370 

364 

358 

II 

b A 

111.0 

32.64 

3.37 

403 

399 

394 

388 

381 

375 

35 

Vx 

90.4 

26.58 

3.26 

328 

324 

320 

315 

309 

303 

11 

is 

95.5 

28.08 

3.27 

347 

343 

338 

333 

327 

320 


H 

100.6 

29.58 

3.28 

365 

361 

357 

351 

344 

337 

II 

is 

105.7 

31.08 

3.29 

384 

380 

375 

369 

362 

354 


l A 

110.8 

32.58 

3.29 

402 

398 

393 

387 

379 

372 


is 

115.9 

34.08 

3.30 

421 

416 

411 

405 

398 

390 

II 

% 

121.0 

35.58 

3.31 

439 

435 

429 

423 

415 

407 


For detail dimensions see page 233 













































CAMBRIA STEEL. 


283 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
10" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on 6ordon’s Formula P = 


H 


50 000 
(12 L) 2 ' 

36 000 r 2 


SERIES A. 


Safety factor 4. 


«—12-—»J 

A - ■■ 


L£fc 


r 

d 




Length in Feet. 

Thick¬ 
ness of 
Plates. 

Weight 
of each 
Channel. 

18 

20 

22 

24 

26 

28 

30 

32 

34 

36 

Inch. 

Lbs.per Ft. 

170 

166 

162 

159 

154 

151 

146 

142 

138 

134 

X 

15 

187 

183 

179 

175 

170 

165 

161 

156 

152 

147 

fa 

it 

204 

199 

195 

190 

186 

180 

175 

170 

165 

160 

X 

it 

221 

216 

211 

206 

200 

195 

189 

184 

178 

172 

TS 

it 

238 

232 

228 

222 

216 

210 

204 

199 

192 

186 

Vl 

it 

255 

249 

243 

238 

231 

225 

219 

212 

206 

199 

fa 

it 

271 

266 

259 

253 

246 

239 

233 

226 

218 

212 

X 

a 

201 

196 

192 

187 

182 

177 

172 

167 

161 

157 

X 

20 

218 

213 

208 

203 

197 

192 

187 

181 

175 

170 

fa 

ii 

235 

230 

224 

219 

213 

207 

201 

195 

189 

182 

X 

it 

252 

246 

240 

235 

228 

222 

216 

209 

202 

195 

fa 

i t 

269 

263 

256 

251 

244 

236 

230 

223 

216 

209 

X 

ii 

286 

279 

272 

265 

259 

251 

244 

237 

229 

222 

fa 

it 

303 

296 

289 

281 

274 

266 

258 

251 

243 

235 

x 

ii 

233 

228 

222 

216 

210 

204 

198 

191 

186 

180 

X 

25 

250 

245 

238 

232 

225 

219 

213 

206 

199 

193 

fa 

i i 

267 

261 

255 

248 

241 

233 

227 

220 

213 

206 

X 

i i 

284 

278 

271 

263 

256 

248 

242 

234 

226 

219 

fa 

i i 

301 

294 

287 

279 

271 

263 

256 

248 

240 

232 

K2 

* t 

318 

311 

303 

295 

286 

279 

271 

262 

253 

245 

fa 

a 

335 

327 

319 

310 

302 

294 

285 

276 

267 

258 

X 

a 

265 

258 

252 

245 

238 

230 

223 

216 

209 

201 

X 

30 

281 

275 

268 

260 

253 

245 

237 

230 

222 

214 

fa 


298 

291 

284 

276 

268 

260 

252 

243 

237 

228 

X 


315 

307 

301 

293 

284 

276 

267 

258 

250 

241 

IS 


332 

324 

317 

308 

299 

290 

281 

272 

263 

254 

Vi 


350 

342 

333 

324 

315 

305 

296 

286 

276 

267 

fa 


3S7 

358 

349 

339 

330 

320 

310 

300 

290 

280 

X 


296 

289 

282 

273 

265 

256 

248 

240 

232 

224 

X 

35 

313 

306 

298 

289 

279 

271 

262 

254 

245 

237 

fa 


330 

322 

313 

305 

296 

287 

278 

267 

258 

249 

% 


347 

338 

329 

320 

311 

301 

292 

282 

273 

263 

fa 


363 

354 

345 

336 

326 

316 

306 

296 

286 

276 

X 


380 

371 

361 

351 

341 

330 

320 

310 

299 

289 

fa 


398 

389 

379 

367 

356 

345 

334 

323 

312 

301 

% 



For detail dimensions see page 233 










































384 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
12" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


1 


50 000 
(12 L) 2 * 

'36 000 r a 






T 

4 




SERIES A. 


Safety factor 4. 


Weight 
of each 
Channel. 

Thick¬ 
ness of 
Plates. 

Weight 

Column. 

Area of 
Column 
Section. 

Least 
Radius of 
Gyration 

Length in Feet. 

t 1 

Lbs.perFt. 

Inch. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

8 

10 

12 

14 

16 

18 

20 

22 

30.5 

X 

64.8 

19.06 

4.41 

235 

233 

232 

229 

227 

223 

220 

217 

4 4 

A 

70.8 

20.81 

4.38 

257 

255 

253 

250 

247 

244 

240 

236 

44 

% 

76.7 

22.56 

4.36 

278 

276 

273 

271 

267 

264 

260 

256 

4 4 

A 

82.7 

24.31 

4.34 

300 

298 

295 

292 

288 

285 

280 

275 

4 i 


88.6 

26.06 

4.32 

321 

319 

316 

313 

309 

304 

300 

295 

4 4 

A 

94.6 

27.81 

4.30 

343 

340 

337 

333 

330 

325 

319 

315 

44 

A 

100.5 

29.56 

4.28 

364 

362 

358 

354 

350 

345 

339 

335 

35 

X 

73.8 

21.70 

4.35 

268 

266 

263 

261 

257 

254 

250 

246 

4 4 

A 

79.8 

23.45 

4.32 

289 

287 

284 

282 

278 

274 

270 

266 

44 

a 

85.7 

25.20 

4.31 

311 

308 

305 

303 

299 

294 

290 

285 

44 

A 

91.7 

26.95 

4.29 

332 

330 

327 

323 

319 

315 

310 

305 

4 4 

A 

97.6 

28.70 

4.27 

354 

351 

348 

344 

340 

335 

330 

324 

4 4 

A 

103.6 

30.45 

4.26 

375 

373 

369 

365 

360 

356 

350 

343 

44 

a 

109.5 

32.20 

4.25 

397 

393 

390 

386 

381 

376 

370 

363 

30 

X 

83.8 

24.64 

4.27 

304 

302 

299 

295 

292 

288 

283 

278 

4 4 

re 

89.8 

26.39 

4.26 

325 

323 

320 

316 

312 

308 

303 

298 

44 

A 

95.7 

28.14 

4.25 

347 

344 

341 

337 

333 

329 

323 

317 

44 

re 

101.7 

29.89 

4.23 

368 

365 

362 

358 

353 

348 

343 

337 

44 

'A 

107.6 

31.64 

4.22 

390 

387 

383 

379 

374 

368 

363 

357 

44 

A 

113.6 

33.39 

4.21 

411 

408 

404 

400 

395 

389 

382 

377 

44 

A 

119.5 

35.14 

4.21 

433 

429 

425 

421 

415 

409 

402 

396 

35 

X 

93.8 

27.58 

4.19 

340 

337 

334 

330 

326 

321 

316 

310 

4 4 

re 

99.8 

29.33 

4.18 

361 

358 

355 

351 

347 

341 

336 

330 

44 

Vs 

105.7 

31.08 

4.18 

383 

380 

376 

372 

367 

362 

356 

349 

4 4 

A 

111.7 

32.83 

4.17 

405 

401 

397 

392 

388 

382 

376 

369 

4 4 

k 2 

117.6 

34.58 

4.16 

426 

422 

418 

413 

409 

402 

396 

389 

4 4 

A 

123.6 

36.33 

4.16 

448 

444 

439 

434 

429 

423 

416 

408 

44 

A 

129.5 

38.08 

4.15 

469 

465 

461 

455 

449 

443 

436 

428 

40 

X 

103.8 

30.52 

4.13 

376 

373 

369 

365 

360 

354 

349 

343 

4 4 

A 

109.8 

32.27 

4.12 

398 

394 

390 

386 

380 

374 

368 

363 

4 4 

Fs 

115.7 

34.02 

4.12 

419 

416 

411 

406 

401 

395 

388 

382 


A 

121.7 

35.77 

4.12 

441 

437 

433 

427 

421 

415 

408 

402 

4 4 

^2 

127.6 

37.52 

4.11 

462 

458 

454 

448 

442 

435 

428 

420 

4 4 

A 

133.6 

39.27 

4.11 

484 

480 

475 

469 

463 

456 

448 

440 

4 4 

A 

139.5 

41.02 

4.11 

505 

501 

496 

490 

483 

476 

468 

459 


For detail dimensions see page 233 

















































CAMBRIA STEEL. 


285 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
12" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 


50 000 
(12 L) 2 
'36 000 r 2 


SERIES A. 


Safety factor 4. 


k—U-— 




p* 

d 




Length in Feet. 

Thick¬ 
ness of 
Plates. 

Weight 
of each 
Channel. 

24 

26 

28 

30 

32 

34 

36 

38 

40 

42 

44 

Inch. 

Lbs. per Ft. 

213 

209 

206 

201 

196 

193 

188 

184 

179 

175 

170 

X 

20.5 

232 

228 

223 

220 

214 

209 

205 

200 

195 

190 

186 

5 

16 

4 4 

252 

246 

242 

237 

232 

227 

221 

216 

211 

206 

200 

H 

4 4 

271 

266 

260 

255 

249 

244 

238 

232 

227 

223 

216 

7 

16 

4 4 

289 

285 

279 

274 

267 

261 

255 

249 

242 

237 

230 

X 

4 4 

309 

304 

297 

291 

285 

278 

271 

265 

258 

251 

245 

9 

16 

4 4 

328 

322 

316 

309 

302 

296 

288 

281 

274 

267 

259 

H 

i 4 

242 

237 

233 

228 

223 

218 

213 

208 

203 

197 

193 

X 

25 

260 

256 

251 

246 

240 

235 

230 

224 

218 

213 

207 

5 

16 

4 i 

280 

275 

269 

263 

258 

252 

246 

241 

234 

229 

222 

H 

4 4 

299 

293 

288 

282 

275 

270 

263 

256 

250 

243 

237 

7 

16 

4 4 

319 

312 

306 

300 

293 

286 

280 

272 

265 

259 

252 

X 

4 4 

338 

331 

324 

318 

311 

303 

295 

289 

281 

273 

267 

9 

16 

4 4 

358 

350 

343 

335 

329 

320 

312 

306 

297 

289 

281 

H 

4 4 

274 

268 

262 

257 

251 

245 

240 

234 

228 

223 

216 

X 

30 

293 

287 

281 

276 

269 

263 

256 

250 

244 

237 

232 

5 

16 

4 4 

313 

306 

300 

293 

287 

280 

273 

267 

260 

253 

246 

H 

4 4 

331 

325 

318 

311 

304 

297 

290 

282 

275 

268 

261 

lTf 

4 4 

350 

343 

337 

329 

321 

313 

307 

299 

291 

282 

276 

X 

4 4 

369 

362 

354 

347 

339 

331 

322 

315 

307 

298 

290 

9 

16 


389 

381 

372 

365 

357 

348 

339 

332 

323 

314 

305 

H 


305 

299 

292 

286 

280 

273 

266 

259 

253 

246 

239 

X 

35 

324 

318 

311 

304 

296 

290 

283 

275 

268 

262 

254 

5 

16 


344 

337 

329 

322 

314 

308 

300 

292 

284 

277 

270 

H 


362 

356 

348 

340 

332 

323 

317 

308 

300 

291 

283 

YS 


381 

375 

366 

358 

349 

341 

332 

325 

316 

307 

298 

X 


400 

394 

385 

376 

367 

358 

349 

341 

332 

323 

313 

TS 


420 

411 

404 

394 

385 

375 

365 

356 

348 

338 

328 

% 


336 

329 

322 

314 

308 

301 

293 

285 

277 

269 

262 

X 

40 

356 

348 

340 

333 

324 

316 

310 

301 

293 

285 

277 

iir 


375 

367 

359 

351 

342 

333 

326 

318 

309 

300 

292 

X 


394 

386 

377 

369 

360 

351 

343 

334 

325 

316 

307 

TS 


413 

405 

396 

387 

377 

368 

358 

350 

341 

331 

322 

X 


433 

424 

412 

405 

395 

385 

375 

367 

357 

347 

337 

lS 


452 

442 

433 

423 

412 

402 

391 

383 

373 

362 

352 

H 



For detail dimensions see page 233 















































286 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
15" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 


H*—17- 





4 




SERIE 


l 


50 000 
(12 L) 2 ' 

36 000 r* 


S A. 


Safety factor 4. 


Weight 
of each 
Channel. 

Thick¬ 
ness of 
Plates. 

Weight 

of 

Column. 

Area of 
Column 
Section. 

Least 
Radius of 
Gyration. 

Length in Feet. 

Lbs.perFt. 

Inch. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

12 

14 

16 

18 

20 

22 

24 

26 

28 

33 

A 

109.4 

32.55 

5 41 

399 

396 

393 

39© i 

386 

381 

378 

373 

367 

4 4 

A 

116.6 

34.68 

5.38 

425 

422 

418 

415 

411 

406 

401 

397 

391 

44 


123.8 

36.80 

5.36 

451 

448 

444 

440 

436 

431 

426 

420 

415 

44 

A 

131.0 

38.92 

5.33 

476 

474 

470 

465 

460 

456 

450 

444 

437 

4 4 

A 

138.2 

41.05 

5.31 

502 

500 

495 

490 

485 

481 

475 

468 

461 

44 

H 

145.4 

43.18 

5.29 

529 

526 

521 

516 

510 

504 

499 

492 

485 

4 4 

A 

152.7 

45.30 

5.24 

555 

550 

545 

541 

535 

529 

522 

515 

509 

35 

A 

113.4 

33.33 

5.40 

409 

406 

402 

399 

395 

390 

387 

381 

376 

4 4 

tV 

120.6 

35.46 

5.37 

435 

432 

428 

424 

420 

415 

410 

406 

400 

4 4 

Yi 

127.8 

37.58 

5.35 

461 

457 

453 

449 

445 

440 

435 

429 

424 

44 

A 

135.0 

39.70 

5.32 

486 

483 

479 

474 

469 

465 

459 

453 

446 

4 4 

6 /* 

142.2 

41.83 

5.30 

512 

509 

505 

500 

494 

488 

484 

477 

470 

4 4 

H 

149.4 

43.96 

5.28 

538 

534 

530 

525 

520 

513 

508 

501 

494 

4 4 

H 

156.7 

46.08 

5.27 

564 

560 

556 

551 

545 

538 

531 

525 

518 

40 

A 

123.4 

36.27 

5.35 

445 

441 

438 

433 

430 

425 

419 

414 

409 

4 4 

re 

130.6 

38.40 

5.33 

470 

467 

463 

459 

454 

450 

444 

438 

432 

4 4 

y 2 

137.8 

40.52 

5.31 

496 

493 

489 

484 

479 

475 

469 

462 

455 

4 4 

TS 

145.0 

42.64 

5.29 

522 

519 

514 

509 

504 

498 

493 

486 

479 

4 4 

A 

152.2 

44.77 

5.27 

548 

544 

540 

535 

529 

523 

516 

511 

503 

44 

H 

159.4 

46.90 

5.26 

574 

570 

566 

560 

554 

548 

540 

535 

527 

44 

A 

166.7 

49.02 

5.24 

600 

595 

590 

586 

579 

572 

565 

557 

551 

45 

Vs 

133.4 

39.23 

5.31 

480 

477 

473 

469 

464 

459 

454 

447 

441 


A 

140.6 

41.36 

5.29 

506 

503 

499 

494 

489 

483 

478 

472 

465 


Yi 

147.8 

43.48 

5.27 

532 

528 

525 

519 

514 

508 

501 

496 

489 


A 

155.0 

45.60 

5.25 

558 

554 

550 

545 

539 

532 

525 

518 

512 



162.2 

47.73 

5.24 

584 

580 

575 

570 

564 

557 

550 

542 

536 


tt 

169.4 

49.86 

5.23 

610 

606 

600 

596 

589 

582 

575 

567 

558 


A 

176.7 

51.98 

5.21 

636 

631 

626 

619 

614 

607 

599 

591 

582 

50 

Vs 

143.4 

42.17 

5.26 

516 

512 

509 

504 

498 

492 

486 

481 

474 



150.6 

44.30 

5.24 

542 

538 

533 

529 

524 

517 

511 

503 

498 


Vi 

157.8 

46.42 

5.23 

568 

564 

559 

555 

549 

542 

535 

528 

520 


■h 

165.0 

48.54 

5.21 

594 

590 

584 

578 

574 

567 

559 

552 

543 


A 

172.2 

50.67 

5.20 

620 

615 

610 

604 

599 

592 

584 

576 

567 


H 

179.4 

52.80 

5.19 

646 

641 

636 

629 

622 

616 

608 

600 

591 


A 

186.7 

54.92 

5.18 

672 

667 

661 

654 

647 

641 

633 

624 

615 

55 

A 

153.4 

45.11 

5.21 

552 

548 

543 

538 

533 

527 

520 

513 

505 


ft 

160.6 

47.24 

5.19 

578 

574 

569 

563 

557 

552 

544 

537 

529 


167.8 

49.36 

5.18 

604 

600 

594 

588 

582 

576 

569 

561 

553 


A 

175.0 

51.48 

5.17 

630 

625 

620 

613 

607 

599 

593 

585 

576 


% 

182.2 

53.61 

5.16 

656 

651 

645 

639 

632 

624 

616 

609 

600 



189.4 

55.74 

5.15 

682 

677 

671 

664 

657 

649 

640 

633 

624 


A 

196.7 

57.86 

5.14 

708 

703 

696 

689 

682 

673 

665 

655 

648 


For detail dimensions see page 233 





















































CAMBRIA STEEL. 


287 


SAFE LOADS IN THOUSANDS OF POUNDS FOE 
15" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


1-1 


50 000 
(12 L)* 
'36 000 r* 


SERIES A. 


Safety factor 4. 






r 

4 




Length in Feet. 

Thick¬ 
ness of 
Plates. 

Weight 
of each 
Channel. 

30 

32 

34 

36 

38 

40 

42 

44 

46 

48 

50 

52 

Inch. 

Lbs.per Ft. 

363 

357 

351 

345 

340 

334 

327 

322 

316 

309 

304 

297 

54 

83 

385 

381 

374 

368 

361 

356 

349 

342 

335 

329 

322 

315 

tV 

t i 

409 

402 

397 

390 

383 

376 

370 

362 

355 

347 

342 

334 

34 

it 

432 

425 

418 

411 

405 

397 

389 

381 

375 

367 

359 

351 

To 

a 

456 

449 

441 

433 

425 

419 

411 

402 

394 

388 

379 

371 

Vs 

i t 

478 

472 

464 

456 

447 

438 

432 

423 

414 

405 

397 

390 

ft 

t i 

501 

493 

484 

476 

467 

460 

451 

442 

432 

423 

416 

407 

% 

< < 

370 

386 

360 

353 

348 

342 

335 

330 

323 

316 

310 

304 

y% 

35 

i ( 

394 

387 

383 

376 

369 

364 

357 

349 

342 

337 

329 

322 

1*6 

417 

411 

404 

398 

391 

383 

376 

370 

362 

355 

349 

341 

34 

< i 

441 

434 

426 

419 

413 

405 

397 

389 

383 

375 

367 

359 

& 

it 

463 

457 

449 

441 

433 

427 

418 

410 

401 

393 

386 

378 

54 

t 6 

486 

478 

472 

464 

455 

446 

437 

431 

422 

413 

404 

397 

ft 

l l 

510 

501 

493 

486 

477 

468 

459 

452 

442 

433 

423 

414 

H 

it 

403 

396 

390 

384 

377 

370 

363 

357 

350 

342 

337 

329 

Vs 

40 

427 

420 

412 

405 

399 

392 

384 

376 

370 

363 

355 

347 

IT 

it 

450 

443 

435 

427 

420 

413 

405 

397 

389 

383 

374 

368 


i i 

472 

466 

458 

450 

441 

433 

427 

418 

409 

400 

392 

385 

ft 

a 

495 

487 

479 

472 

464 

455 

446 

439 

430 

420 

411 

402 

Ys 

i t 

519 

510 

502 

495 

486 

476 

467 

457 

450 

440 

431 

421 

ft 


542 

533 

524 

515 

505 

498 

488 

478 

468 

458 

450 

440 

% 

t i 

436 

429 

421 

414 

406 

400 

392 

384 

376 

370 

362 

354 

Vs 

45 

i t 

458 

452 

444 

436 

428 

420 

414 

405 

397 

388 

380 

374 

ft 

481 

473 

465 

459 

450 

441 

433 

426 

417 

408 

399 

390 

34 


504 

496 

488 

479 

472 

463 

454 

445 

435 

428 

419 

409 

ft 


528 

519 

510 

501 

492 

485 

475 

465 

456 

446 

438 

429 

% 


552 

542 

538 

523 

514 

506 

496 

486 

476 

465 

455 

448 

ft 


573 

566 

556 

546 

536 

525 

515 

507 

496 

485 

475 

464 

% 


466 

459 

451 

445 

437 

428 

420 

411 

405 

396 

387 

379 

Vs 

50 

490 

482 

474 

465 

456 

450 

441 

432 

423 

414 

407 

398 

ft 


513 

505 

496 

487 

478 

471 

462 

453 

443 

433 

424 

417 

34 


535 

528 

519 

510 

500 

490 

481 

473 

463 

453 

443 

433 

ft 


558 

549 

542 

532 

522 

512 

502 

491 

484 

473 

463 

452 

54 


582 

572 

562 

554 

544 

533 

523 

512 

501 

493 

482 

471 

ft 


605 

595 

585 

574 

566 

555 

544 

533 

521 

510 

499 

490 

% 


497 

491 

482 

474 

465 

456 

447 

440 

431 

421 

412 

403 

Vs 

65 

520" 

512 

503 

496 

487 

477 

468 

458 

448 

441 

431 

422 

ft 


544 

535 

525 

516 

509 

499 

489 

479 

469 

458 

448 

441 

34 


567 

558 

548 

538 

528 

520 

510 

499 

489 

478 

468 

457 

ft 


591 

581 

571 

560 

550 

539 

531 

520 

509 

498 

487 

476 

54 


614 

604 

593 

582 

572 

560 

549 

541 

529 

518 

506 

495 

$ 


638 

627 

616 

605 

593 

582 

570 

558 

549 

537 

525 

514 




For detail dimensions see page 233 















































288 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
6" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 


50 000 


(12 L) 2 


1 + 


36 000 r 2 


Safety factor 4. 



SERIES B. 


Weight of 

each 

Channel. 

Thickness 

of 

Plates. 

Weight 

of 

Column. 

Area 

of Column 

Section. 

Least 

Radius of 

Gyration. 

1 % 

Length in Feet. 

Lbs. per Foot. 

Inch. 

Lbs.perFt. 

Sq. Ins. 

Inches. 

4 

6 

8 

10 

12 

8 

M 

31.3 

9.26 

2.74 

115 

114 

112 

110 

107 

l i 


35.1 

10.39 

2.73 

129 

127 

126 

123 

121 

<4 

X 

39.0 

11.51 

2.71 

142 

141 

139 

136 

134 

<1 

Te 

42.8 

12.64 

2.70 

156 

155 

153 

150 

147 

H 

y 2 

46.6 

13.76 

2.70 

170 

169 

166 

163 

160 

41 

TS 

50.4 

14.89 

2.69 

184 

183 

180 

176 

172 

44 

X 

54.3 

16.01 

2.68 

198 

196 

193 

190 

185 

10.5 

H 

36.3 

10.68 

2.68 

132 

131 

129 

126 

123 

4 4 

TS 

40.1 

11.81 

2.67 

146 

145 

142 

140 

137 

4 4 

X 

44.0 

12.93 

2.66 

160 

158 

156 

153 

150 

44 

IS 

47.8 

14.06 

2.66 

174 

172 

170 

166 

163 

4 4 

k 

51.6 

15.18 

2.65 

188 

186 

183 

179 

176 

44 

& 

55.4 

16.31 

2.65 

202 

200 

197 

193 

189 

4 4 

X 

59.3 

17.43 

2.65 

216 

213 

210 

206 

202 

13 

X 

41.3 

12.14 

2.54 

150 

148 

146 

143 

139 


it 

45.1 

13.27 

2.62 

164 

162 

160 

157 

153 

4 4 

X 

49.0 

14.39 

2.62 

178 

176 

173 

170 

164 


IS 

52.8 

15.52 

2.62 

192 

190 

187 

183 

179 


X 

56.6 

16.64 

2.61 

206 

204 

200 

197 

192 


IT 

60.4 

17.77 

2.61 

220 

218 

214 

210 

205 


X 

64.3 

18.89 

2.61 

234 

231 

227 

223 

218 

15.5 

X 

46.3 

13.62 

2.47 

169 

166 

164 

160 

155 


A 

50.1 

14.75 

2.54 

183 

180 

178 

174 

169 


X 

54.0 

15.87 

2.57 

196 

194 

191 

187 

182 


'is 

57.8 

17.00 

2.57 

210 

208 

205 

200 

195 



61.6 

18.12 

2.57 

224 

222 

218 

214 

208 


■h 

65.4 

19.25 

2.57 

238 

236 

232 

227 

221 


X 

69.3 

20.37 

2.57 

252 

249 

245 

240 

234 


For detail dimensions see page 234 








































CAMBRIA STEEL. 


289 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
6" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


1 


50 000 
(12 L) 2 * 

36 000 r* 


Safety factor 4. 


SERIES B. 


K-9---M 





d 




Length in Feet. 

*• 

Thickness 

of 

Plates. 

Weight 

of each 

Channel. 

14 

16 

18 

20 

22 

24 

26 

28 

Inch. 

Lbs.perFt. 

105 

102 

99 

95 

92 

88 

85 

82 

X 

8 

118 

114 

111 

107 

103 

99 

95 

91 

rs 

i i 

130 

126 

123 

118 

114 

109 

105 

101 

54 

14 

143 

139 

134 

130 

125 

120 

115 

110 

T6 

i i 

155 

151 

146 

141 

136 

131 

126 

120 

X 

4 t 

168 

163 

158 

153 

147 

141 

135 

130 

9 

16 

a 

181 

175 

170 

163 

158 

151 

145 

140 

X 

i i 

120 

116 

113 

108 

105 

100 

96 

92 

X 

10.5 

133 

129 

125 

121 

116 

111 

107 

102 

5 

16 

4 4 

145 

141 

136 

132 

127 

122 

117 

112 

X 

4 4 

158 

154 

148 

143 

138 

133 

127 

122 

7 

16 

4 i 

171 

166 

160 

155 

149 

143 

137 

131 

34 

4 4 

183 

178 

172 

166 

160 

153 

147 

141 

9 

16 

4 4 

196 

190 

184 

178 

171 

164 

157 

151 

X 

4 4 

135 

131 

126 

121 

116 

112 

107 

102 

X 

13 

149 

144 

139 

135 

129 

124 

119 

114 

5 

16 

4 4 

162 

157 

151 

146 

134 

134 

129 

123 

Vs 

4 4 

174 

169 

163 

158 

151 

145 

139 

133 

TS 


186 

181 

175 

168 

162 

155 

149 

143 

X 


199 

193 

187 

180 

173 

166 

159 

152 

9 

16 


211 

206 

198 

191 

184 

176 

169 

162 

54 

4 4 

151 

146 

140 

135 

129 

124 

118 

113 

X 

15.5 

164 

159 

153 

148 

142 

136 

130 

124 

5 

16 

4 4 

178 

172 

166 

160 

153 

147 

141 

134 

54 


190 

184 

178 

171 

164 

158 

151 

144 

TS 


203 

196 

189 

182 

175 

168 

161 

154 

34 


215 

209 

201 

194 

186 

179 

171 

163 

-\S 


228 

221 

213 

205 

196 

189 

181 

173 

54 



For detail dimensions see page 234 








































290 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
7" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


1 


50 000 
, (12 L)» ' 

r 36 000 r 2 



SERIES B. 


Safety factor 4. 


Weight 
of each 
Channel. 

Thick¬ 
ness of 
Plates. 

Weight 

of 

Column. 

Area of 
Column 
Section. 

Least 
Radius of 
Gyration. 

Length in Feet. 

Lb g. per Ft. 

Inch. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

6 

8 

IQ, 

12 

14 

16 

9.75 

Y 

38.2 

11.20 

3.20 

138 

137 

135 

132 

130 

127 

it 


42.9 

12.58 

3.27 

155 

154 

151 

149 

146 

143 

a 

Yz 

47.6 

13.95 

3.33 

172 

170 

168 

166 

163 

160 

41 

A 

52.2 

15.32 

3.35 

189 

187 

185 

182 

179 

175 

44 

H 

56.9 

16.70 

3.34 

206 

204 

202 

198 

195 

191 

44 

& 

61.5 

18.08 

3.33 

223 

221 

218 

215 

211 

207 

44 

Ys 

66.3 

19.45 

3.32 

240 

238 

235 

231 

227 

223 

12.25 

Y 

43.2 

12.70 

3.08 

156 

155 

153 

150 

147 

143 

44 


47.9 

14.08 

3.16 

173 

172 

169 

166 

163 

159 

44 

Vs 

52.6 

15.45 

3.22 

190 

188 

186 

183 

180 

176 

44 

rs 

57.2 

16.82 

3.29 

208 

206 

203 

200 

196 

192 

44 

V2 

61.9 

18.20 

3.31 

225 

222 

220 

216 

213 

208 

44 

iV 

66.5 

19.58 

3.30 

242 

239 

236 

233 

229 

224 

44 

6 A 

71.3 

20.95 

3.29 

259 

256 

253 

249 

244 

239 

14.75 

Y 

48.2 

14.18 

2.99 

174 

172 

170 

167 

163 

159 

4 4 


52.9 

15.56 

3.07 

191 

189 

186 

183 

179 

176 

44 

% 

57.6 

16.93 

3.14 

209 

206 

203 

200 

196 

192 

44 

* 

62.2 

18.30 

3.20 

225 

223 

220 

216 

212 

208 

44 


66.9 

19.68 

3.26 

243 

240 

237 

233 

229 

224 

44 

A 

71.5 

21.06 

3.27 

260 

257 

253 

250 

245 

240 

44 


76.3 

22.43 

3.27 

277 

274 

270 

266 

261 

256 

17.25 

H 

53.2 

15.64 

2.91 

192 

190 

187 

183 

179 

174 

44 


57.9 

17.02 

2.99 

209 

207 

204 

200 

195 

191 

44 

H 

62.6 

18.39 

3.06 

226 

224 

220 

217 

212 

207 

4 4 

A 

67.2 

19.76 

3.13 

243 

240 

237 

234 

228 

224 

4 4 

tI 

71.9 

21.14 

3.19 

260 

258 

254 

250 

245 

240 

44 

A 

76.5 

22.52 

3.24 

277 

275 

271 

267 

262 

257 

44 

Ys 

81.3 

23.89 

3.24 

294 

291 

288 

283 

278 

272 

19.75 

Y 

58.2 

17.12 

2.85 

210 

207 

204 

200 

195 

190 

4 4 

A 

62.9 

18.50 

2.93 

228 

225 

221 

217 

212 

206 



67.6 

19.87 

3.00 

244 

241 

238 

233 

228 

223 

44 

A 

72.2 

21.24 

3.07 

261 

259 

254 

250 

245 

240 


k 

76.9 

22.62 

3.13 

279 

275 

272 

267 

262 

256 


* 

81.5 

24.00 

3.19 

296 

293 

289 

284 

278 

273 



86.3 

25.37 

3.21 

313 

309 

305 

301 

294 

288 


For detail dimensions see page 234 












































CAMBKIA STEEL. 


291 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
7" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Oordon’s Formula P = 


1 


50 000 
(12 L)* 
36 000 r* 


SERIES B. 


Safety factor 4. 



Length in Feet. 

Thickness 

of 

Plates. 

Weight 
of eaoh 
Channel. 

18 

20 

22 

24 

26 

28 

30 

32 

34 

Inch. 

Lbs. per Ft. 

124 

121 

118 

114 

111 

107 

103 

100 

97 

X 

9.76 

140 

137 

133 

130 

125 

121 

117 

114 

110 

A 

i i 

156 

152 

148 

144 

140 

136 

132 

127 

123 

X 

i i 

171 

167 

163 

159 

154 

149 

145 

140 

136 

A 

i i 

187 

182 

178 

173 

168 

163 

158 

153 

147 


it 

202 

198 

192 

187 

182 

173 

171 

165 

160 

A 

ii 

218 

213 

207 

201 

196 

190 

184 

178 

172 

X 

H 

140 

136 

132 

128 

124 

119 

115 

111 

107 

X 

12.25 

156 

152 

147 

143 

139 

134 

129 

125 

120 

A 

i l 

172 

167 

163 

158 

153 

148 

143 

139 

133 

X 

i i 

188 

183 

178 

173 

168 

163 

158 

153 

148 

A 

i t 

204 

199 

194 

188 

182 

176 

171 

165 

160 

X 

i i 

218 

213 

207 

202 

196 

190 

184 

178 

172 

A 

i i 

234 

228 

222 

216 

210 

203 

197 

190 

184 

X 

i i 

155 

150 

145 

141 

136 

131 

127 

122 

117 

X 

14.75 

171 

166 

161 

156 

151 

146 

141 

136 

130 

A 

i i 

187 

182 

177 

172 

166 

161 

155 

149 

144 

X 

i i 

203 

198 

192 

187 

181 

175 

169 

163 

158 

A 

i i 

219 

214 

209 

202 

196 

190 

184 

178 

172 

X 

i i 

235 

229 

223 

217 

210 

203 

197 

190 

184 

A 

i i 

250 

244 

238 

231 

223 

216 

209 

203 

196 

% 

< l 

169 

164 

159 

154 

148 

143 

137 

132 

128 

x 

17.26 

186 

180 

175 

169 

163 

157 

152 

146 

140 

A 

i i 

202 

197 

190 

185 

178 

172 

166 

160 

154 

X 


218 

212 

206 

200 

194 

188 

180 

174 

167 

A 


235 

228 

222 

216 

208 

202 

195 

189 

181 

X 


250 

244 

238 

231 

224 

217 

209 

202 

195 

A 


265 

259 

252 

245 

238 

230 

222 

215 

207 

6 A 


185 

179 

173 

167 

161 

155 

149 

143 

137 

X 

19.75 

201 

195 

189 

182 

176 

169 

163 

157 

150 

A 


217 

211 

205 

198 

191 

185 

177 

170 

184 

X 


233 

227 

220 

214 

206 

199 

192 

185 

178 

A 


249 

243 

236 

229 

222 

215 

207 

200 

192 

Vi 


267 

259 

252 

245 

236 

229 

222 

214 

206 

A 


282 

275 

266 

259 

251 

243 

236 

227 

219 

Vi 



For detail dimensions see page 234 










































292 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
8" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 


M—12-- 


50 000 


(12 L )2 
'36 000 r 2 


Safety factor 4. 




r 

4 




SERIES B. 


Weight 
of each 
Channel. 

Thick¬ 
ness of 
Plates. 

Weight 

Column. 

Area of 
Column 
Section. 

Least 
Radius of 
Gyration. 


Length in Feet 
« • 

• 


Ibs.per Ft. 

Inch. 

Lbs.perFt. 

Sq. Ins. 

Inohes. 

6 

8 

10 

12 

14 

16 

18 

11.25 

A 

42.9 

12.70 

3.62 

157 

156 

154 

152 

150 

147 

144 

it 

"16 

48.0 

14.20 

3.70 

176 

174 

172 

171 

168 

165 

162 

it 

Vs 

53.1 

15.70 

3.72 

194 

193 

191 

189 

186 

183 

180 

it 


58.2 

17.20 

3.70 

213 

211 

209 

207 

203 

200 

196 

a 

V 2 

63.3 

18.70 

3.68 

231 

229 

227 

224 

221 

218 

213 

it 

\S 

68.4 

20.20 

3.66 

250 

248 

245 

242 

239 

234 

230 

a 

Vs 

73.5 

21.70 

3.65 

268 

266 

264 

260 

256 

252 

247 

13.75 

A 

47.9 

14.08 

3.52 

174 

172 

171 

168 

165 

163 

159 

(i 

5 

16 

53.0 

15.58 

3.60 

193 

191 

189 

187 

184 

181 

177 

11 


58.1 

17.08 

3.67 

211 

209 

207 

205 

202 

198 

195 

a 

TS 

63.2 

18.58 

3.67 

230 

228 

226 

223 

220 

216 

212 

a 

Vi 

68.3 

20.08 

3.66 

248 

246 

244 

241 

237 

233 

229 

11 

TS 

73.4 

21.58 

3.64 

267 

265 

262 

258 

255 

250 

246 

11 

5 A 

78.5 

23.08 

3.63 

285 

283 

280 

276 

272 

268 

262 

16.25 

A 

52.9 

15.56 

3.42 

192 

190 

188 

185 

182 

179 

175 

< l 

TS 

58.0 

17.06 

3.50 

211 

209 

206 

204 

200 

197 

193 

< i 

H 

63.1 

18.56 

3.58 

229 

228 

225 

222 

219 

215 

211 

i1 

TS 

68.2 

20.06 

3.64 

24S 

246 

244 

240 

237 

233 

229 

it 

Yi 

73.3 

21.56 

3.63 

266 

264 

261 

258 

254 

250 

245 

it 

TS 

78.4 

23.06 

3.62 

285 

283 

279 

276 

272 

268 

262 

a 

Vs 

83.5 

24.56 

3.61 

303 

301 

298 

294 

289 

285 

279 

18.75 

A 

57.9 

17.02 

3.34 

210 

208 

205 

202 

199 

195 

191 

i i 

A 

63.0 

18.52 

3.42 

229 

227 

224 

221 

217 

213 

208 

i i 


68.1 

20.02 

3.50 

247 

245 

242 

239 

235 

231 

227 

it 

lS 

73.2 

21.52 

3.57 

266 

264 

261 

257 

254 

249 

245 

i t 

Vi 

78.3 

23.02 

3.61 

284 

282 

279 

276 

271 

267 

262 

i t 

& 

83.4 

24.52 

3.60 

303 

301 

297 

294 

289 

284 

279 

t i 

Vs 

88.5 

26.02 

3.59 

322 

319 

315 

312 

307 

301 

296 

21.25 

A 

62.9 

18.50 

3.27 

228 

226 

223 

219 

215 

211 

206 

i i 

lS 

68.0 

20.00 

3.36 

247 

244 

241 

238 

234 

229 

224 


Vs 

73.1 

21.50 

3.43 

266 

263 

260 

256 

252 

247 

243 


lS 

78.2 

23.00 

3.51 

284 

282 

279 

275 

270 

265 

260 


A 

83.3 

24.50 

3.57 

303 

300 

297 

293 

289 

283 

278 


A 

88.4 

26.00 

3.57 

321 

319 

315 

311 

306 

301 

295 


Vs 

93.5 

27.50 

3.57 

340 

337 

333 

329 

324 

318 

313 


For detail dimensions see page 234 















































CAMBRIA STEEL. 


293 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
8" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


14 


50 000 
(12 L) 2 
36 000 r 2 


SERIES B. 


Safety factor 4. 


h—12-- 




C \J ■ 


3 




* 

Length in Feet. 


• 


Thick¬ 
ness of 
Plates. 

Weight 
of each 
Channel. 

20 

22 

24 

26 

28 

30 

32 

34 

36 

38 

Inch. 

Lbs.per Ft. 

142 

138 

135 

131 

128 

124 

121 

117 

114 

110 

M 

11.26 

159 

156 

152 

148 

144 

141 

137 

133 

129 

125 

i6 

i i 

176 

172 

168 

164 

160 

155 

151 

147 

143 

139 

Va 

< « 

193 

189 

184 

180 

175 

170 

166 

161 

156 

151 

TS 

< < 

209 

204 

200 

194 

190 

184 

179 

175 

169 

164 

Vi 

i ( 

225 

221 

215 

210 

204 

199 

194 

188 

182 

176 

TS 

(t 

242 

237 

231 

226 

219 

214 

207 

202 

195 

189 

Va 

i 1 

156 

152 

149 

144 

140 

137 

132 

128 

124 

120 

Y\ 

13.75 

173 

170 

165 

161 

157 

153 

148 

144 

139 

134 

TS 

i i 

191 

187 

183 

178 

173 

168 

164 

159 

154 

149 

Va 

ii 

208 

203 

199 

193 

187 

183 

178 

173 

168 

162 

16 

i i 

224 

219 

214 

209 

203 

198 

193 

186 

181 

175 

V2 

i l 

241 

236 

230 

224 

218 

213 

206 

200 

194 

188 

TS 

ii 

257 

251 

246 

239 

233 

226 

220 

213 

207 

200 

Va 

ii 

171 

167 

163 

158 

153 

149 

144 

140 

135 

130 

H 

16.25 

189 

184 

179 

175 

170 

165 

160 

155 

150 

145 

TS 

i ( 

206 

202 

197 

191 

187 

181 

176 

170 

165 

160 

Va 

< i 

224 

219 

214 

209 

203 

198 

191 

186 

180 

175 

TS 

U 

240 

235 

230 

223 

218 

211 

206 

199 

194 

187 

Vi 

i t 

257 

251 

245 

239 

233 

226 

220 

213 

207 

200 

16 

i i 

274 

267 

261 

254 

247 

241 

233 

227 

219 

213 

Va 

< < 

186 

181 

176 

171 

166 

161 

155 

150 

145 

140 


18.75 

204 

199 

194 

188 

182 

177 

171 

166 

161 

155 

-l€ 

< < 

221 

216 

210 

205 

199 

193 

188 

182 

176 

170 

Va 

t i 

239 

233 

228 

222 

216 

210 

203 

198 

191 

186 

TS 

i t 

257 

250 

245 

238 

231 

226 

219 

213 

206 

200 

l A 


272 

267 

260 

254 

247 

240 

233 

226 

219 

212 

& 


289 

283 

276 

269 

262 

254 

247 

239 

232 

224 

Va 


201 

196 

191 

184 

178 

173 

167 

161 

156 

150 

H 

21.25 

219 

214 

208 

202 

196 

190 

184 

178 

172 

165 

TS 


237 

231 

225 

218 

212 

206 

200 

193 

187 

180 

Va 


254 

248 

243 

236 

229 

223 

216 

209 

202 

196 

IS 


272 

265 

260 

252 

246 

239 

231 

225 

218 

211 

Vl 


289 

282 

276 

. 268 

261 

253 

245 

239 

231 

224 

16 


305 

298 

291 

283 

276 

268 

260 

253 

244 

237 

Va 

i i 


For detail dimensions see page 234 








































294 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
9" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon's Formula P = 




50 000 
(12 L) 2 ‘ 

36 000 r 3 


Safety factor 4. 



SERIES B. 


Weight 

of each 

Channel. 

Thick¬ 
ness of 

Plates. 

Weight 

of 

Column. 

Area of 

Column 

Section. 

Least 

Radius of 

Gyration. 

% 1 

Length in Feet. 

• 

Lbs per Ft. 

Inch. 

Lbs.per Ft. 

Sij. Ins. 

Inches. 

6 

8 

10 

12 

14 

16 

18 

20 

13.25 

y* 

48.6 

14.28 

4.05 

177 

176 

174 

172 

170 

168 

166 

163 

1 1 

a 

54.1 

15.90 

4.10 

197 

196 

194 

192 

190 

187 

184 

181 

i i 


59.7 

17.53 

4.07 

217 

216 

214 

212 

209 

207 

203 

200 

ii 

A 

65.2 

19.16 

4.04 

237 

236 

234 

231 

228 

225 

222 

218 

11 


70.7 

20.78 

4.02 

257 

256 

253 

251 

248 

244 

240 

236 

11 

A 

76.2 

22.40 

4.00 

277 

276 

273 

270 

267 

263 

259 

255 

11 


81.7 

24.03 

3.99 

297 

296 

293 

290 

286 

282 

278 

273 

16.0 


52.1 

15.32 

3.97 

190 

188 

187 

185 

183 

180 

177 

174 

11 

A 

57.6 

16.94 

4.05 

210 

208 

207 

204 

202 

199 

197 

193 

II 


63.2 

18.57 

4.05 

230 

228 

226 

224 

221 

218 

215 

212 

1 1 

A 

68.7 

20.20 

4.03 

250 

249 

246 

244 

241 

237 

234 

230 

11 

H 

74.2 

21.82 

4.01 

270 

268 

266 

263 

260 

256 

252 

248 

11 

A 

79.7 

23.44 

3.99 

290 

288 

286 

283 

279 

275 

271 

266 

II 


85.2 

25.07 

3.97 

310 

308 

306 

302 

299 

295 

290 

285 

20.0 

H 

62.1 

18.26 

3.78 

226 

224 

222 

219 

216 

213 

209 

205 

11 

A 

67.6 

19.88 

3.87 

246 

244 

242 

239 

236 

233 

228 

224 

11 

Vs 

73.2 

21.51 

3.95 

266 

264 

262 

260 

256 

252 

248 

244 

11 

A 

78.7 

23.14 

3.98 

286 

2S5 

282 

279 

276 

272 

268 

263 

11 


84.2 

24.76 

3.96 

306 

305 

302 

299 

295 

291 

286 

280 

11 

A 

89.7 

26.39 

3.95 

327 

325 

322 

318 

314 

309 

304 

299 

11 

^8 

95.2 

28.01 

3.94 

347 

345 

342 

338 

333 

328 

323 

317 

25.0 


72.1 

21.20 

3.64 

262 

260 

257 

254 

251 

246 

242 

236 

11 

A 

77.6 

22.82 

3.73 

282 

280 

277 

274 

270 

266 

261 

255 

11 


83.2 

24.45 

3.81 

303 

300 

298 

294 

290 

285 

281 

276 

11 

A 

88.7 

26.08 

3.89 

323 

320 

317 

314 

310 

305 

301 

295 

11 

H 

94.2 

27.70 

3.92 

343 

341 

337 

333 

329 

324 

319 

314 

11 

A 

99.7 

29.32 

3.91 

363 

361 

357 

353 

348 

343 

338 

332 

II 

54 

105.2 

30.95 

3.90 

383 

380 

377 

373 

368 

362 

357 

350 


For detail dimensions see page 234 























































CAMBRIA STEEL. 


295 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
9" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P = 


1 


50 000 
(12 L) 2 
36 000 r 2 


SERIES 5. 


Safety factor 4. 



Length in Feet. 


Thickness 


Weight 


of 


of each 


Plates. 


Channel. 


22 

24 

26 

28 

30 

33 

34 

36 

38 

40 

42 

Inch. 

Lbs. per Ft. 

160 

157 

153 

150 

146 

143 

139 

136 

132 

128 

125 

X 

13.25 

178 

174 

172 

168 

164 

160 

156 

152 

148 

144 

140 

T ? 

1 I 

196 

192 

188 

184 

180 

175 

171 

167 

163 

158 

154 

X 

II 

214 

210 

206 

201 

196 

192 

187 

182 

177 

172 

167 

Tg 

II 

232 

227 

222 

217 

212 

207 

202 

196 

191 

186 

181 

X 

II 

250 

245 

240 

234 

229 

223 

217 

211 

206 

200 

194 


1 1 

268 

263 

257 

251 

245 

239 

233 

227 

221 

215 

208 

Vs 

II 

171 

167 

164 

159 

156 

152 

148 

144 

140 

136 

132 

X 

15.0 

190 

186 

182 

178 

174 

169 

185 

161 

156 

152 

148 

^g 

11 

,208 

204 

199 

195 

190 

186 

181 

176 

172 

167 

162 

Vs 

11 

225 

221 

216 

212 

207 

202 

197 

192 

187 

181 

176 

16 


243 

238 

233 

228 

223 

217 

212 

206 

200 

195 

189 

X 

11 

261 

256 

251 

245 

239 

233 

227 

221 

215 

209 

203 

9 

16 


280 

274 

268 

261 

255 

248 

242 

235 

229 

223 

216 

X 

11 

201 

197 

192 

187 

183 

177 

172 

168 

162 

158 

153 

X 

20.0 

220 

215 

211 

206 

200 

195 

190 

185 

180 

174 

168 

■TS 


239 

234 

229 

224 

218 

213 

207 

202 

196 

191 

186 

Vs 


258 

253 

247- 

242 

236 

230 

224 

218 

213 

205 

200 



275 

269 

264 

258 

251 

245 

239 

232 

226 

220 

214 

X 


293 

287 

281 

274 

268 

261 

255 

248 

241 

234 

228 

A 


311 

305 

298 

291 

284 

277 

270 

263 

256 

247 

240 

X 


232 

226 

221 

214 

209 

202 

197 

190 

185 

179 

173 

X 

25.0 

250 

245 

238 

233 

227 

220 

214 

207 

201 

196 

189 

6 

16 


269 

264 

258 

252 

245 

238 

232 

226 

218 

212 

206 

% 


288 

283 

276 

270 

264 

257 

250 

242 

236 

229 

222 

fg 


308 

301 

295 

288 

280 

273 

266 

259 

252 

245 

238 

X 


326 

319 

312 

304 

296 

289 

281 

274 

266 

260 

251 

fg 


344 

335 

328 

320 

313 

309 

297 

289 

281 

273 

264 

X 



For detail dimensions see page 234 













































296 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOB 
10" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


1 


50 000 
(12 L) 2 ' 

36 000 r 2 


Safety factor 4. 


<— 15 ---* 




r 





SERIES B. 


Waight 
of each 
Channel. 

Thick¬ 
ness of 
Plates. 

Weight 

of 

Column. 

Area of 
Column 
Section. 

Least 
Radius of 
Gyration. 

Length in Feet. 

« 1 

Lbs.per Ft. 

Inch. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

8 

10 

12 

14 

16 

18 

20 

22 

24 

15 

K 

55.5 

16.42 

4.49 

203 

201 

199 

198 

195 

193 

190 

187 

185 

a 

5 

16 

61.9 

18.30 

4.58 

226 

224 

223 

220 

218 

216 

212 

209 

206 

< i 

Vs 

68.3 

20.17 

4.65 

249 

247 

245 

243 

241 

238 

235 

232 

228 

4 4 

YS 

74.6 

22.05 

4.70 

272 

271 

268 

266 

263 

261 

257 

253 

250 

4 4 

y 2 

81.0 

23.92 

4.67 

296 

294 

291 

289 

286 

282 

278 

275 

271 

44 

9 

16 

87.4 

25.80 

4.65 

319 

316 

314 

311 

308 

304 

300 

296 

291 

4 4 

Vs 

93.8 

27.67 

4.63 

342 

339 

337 

334 

330 

326 

322 

317 

312 

20 

V 

65.5 

19.26 

4.29 

237 

236’ 

233 

231 

228 

225 

221 

218 

214 

4 4 

5 

16 

71.9 

21.14 

4.39 

261 

259 

257 

254 

251 

248 

244 

240 

236 

4 4 


78.3 

23.01 

4.47 

284 

282 

279 

277 

273 

270 

266 

262 

258 

4 4 

A 

84.6 

24.89 

4.55 

307 

305 

303 

300 

297 

292 

289 

285 

280 

4 4 

Vi 

91.0 

26.76 

4.62 

331 

328 

326 

323 

319 

315 

311 

306 

302 

4 4 

Ye 

97.4 

28.64 

4.63 

354 

351 

349 

346 

341 

337 

333 

328 

323 

4 4 

Vs 

103.8 

30.51 

4.61 

377 

374 

371 

368 

364 

359 

355 

349 

344 

25 

V 

75.5 

22.20 

4.13 

274 

271 

268 

265 

262 

258 

254 

249 

245 

4 4 

Ye 

81.9 

24.08 

4.23 

297 

294 

292 

288 

285 

280 

277 

272 

266 

4 4 

Vs 

88.3 

25.95 

4.32 

320 

318 

315 

312 

308 

303 

299 

294 

288 

411 

Ye 

94.6 

27.83 

4.40 

343 

341 

338 

334 

331 

326 

322 

316 

310 

4 4 

y 2 

101.0 

29.70 

4.48 

367 

364 

361 

357 

353 

349 

343 

339 

332 

44 

a 

107.4 

31.58 

4.55 

390 

387 

384 

380 

376 

371 

366 

361 

355 

4 4 

Ks 

113.8 

33.45 

4.58 

413 

410 

407 

403 

399 

394 

388 

383 

377 

30 

M 

85.5 

25.14 

4.01 

309 

307 

303 

300 

295 

291 

286 

280 

275 

4 4 

A 

91.9 

27.02 

4.11 

333 

330 

327 

323 

318 

313 

308 

302 

298 

4 4 

Vs 

98.3 

28.89 

4.20 

356 

353 

349 

346 

341 

336 

331 

326 

320 

4 4 

Ye 

104.6 

30.77 

4.28 

379 

377 

373 

369 

365 

359 

353 

348 

342 

4 4 

y 2 

111.0 

32.64 

4.36 

403 

400 

396 

392 

387 

382 

376 

371 

364 


a 

117.4 

34.52 

4.43 

426 

423 

419 

415 

410 

404 

399 

392 

380 


V 

123.8 

36.39 

4.50 

449 

446 

442 

438 

432 

428 

422 

415 

409 

35 

y 

95.5 

28.08 

3.90 

345 

342 

338 

334 

329 

324 

318 

312 

304 


:re 

101.9 

29.96 

4.00 

369 

365 

361 

357 

3*52 

346 

340 

334 

327 



108.3 

31.83 

4.10 

392 

389 

385 

380 

375 

369 

363 

356 

349 



114.6 

33.71 

4.18 

415 

412 

408 

404 

398 

392 

386 

379 

373 


^2 

121.0 

35.58 

4.26 

438 

436 

431 

426 

420 

415 

409 

401 

395 



127.4 

37.46 

4.33 

462 

459 

454 

450 

444 

437 

432 

424 

418 


^8 

133.8 

39.33 

4.40 

485 

481 

478 

472 

467 

461 

455 

447 

439 


For detail dimensions see page 235 
























































CAMBRIA STEEL. 


297 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
10" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon's Formula P = 


1 


50 000 
(12 L) 2 
36 000 r 2 


SERIES B. 


Safety factor 4. 


H—-15-—*| 




Length in Feet. 

Thick¬ 
ness of 
Plates. 

Weight 
of each 
Channel. 

26 

28 

30 

32 

34 

36 

38 

40 

42 

44 

46 

48 

Inch. 

Lbs.per Ft. 

181 

178 

174 

171 

167 

163 

159 

156 

152 

148 

145 

141 

Yi 

15 

202 

199 

195 

191 

188 

183 

179 

176 

171 

167 

163 

159 

\g 

4 4 

224 

220 

216 

212 

208 

204 

199 

195 

190 

185 

181 

177 

Vs 

it 

246 

241 

237 

233 

228 

223 

218 

214 

209 

204 

199 

195 

Tl> 

44 

266 

261 

257 

251 

246 

242 

237 

231 

226 

221 

215 

210 

Yz 

44 

287 

282 

276 

271 

266 

261 

254 

249 

244 

237 

232 

226 

-h 

44 

307 

302 

296 

291 

285 

278 

273 

267 

260 

254 

248 

241 

Vs 

44 

210 

206 

201 

197 

193 

188 

183 

179 

174 

169 

165 

160 

H 

20 

232 

227 

223 

218 

214 

208 

203 

198 

193 

189 

183 

179 

5 

16 

4 4 

254 

248 

244 

238 

234 

228 

223 

218 

213 

208 

202 

197 

Vs 

4 4 

275 

270 

265 

260 

254 

249 

243 

238 

232 

226 

221 

216 

16 

4 4 

297 

291 

286 

281 

274 

269 

264 

257 

251 

246 

239 

233 

H 

4 4 

318 

313 

306 

301 

295 

288 

282 

276 

269 

263 

257 

250 

9 

16 

4 4 

339 

332 

326 

320 

313 

307 

301 

293 

286 

280 

272 

266 

Vs 

4 4 

239 

234 

229 

224 

219 

213 

207 

202 

196 

190 

186 

180 

H 

25 

262 

256 

250 

245 

240 

234 

227 

221 

216 

210 

204 

199 

5 

16 

4 4 

284 

277 

272 

266 

260 

254 

248 

241 

236 

229 

223 

217 

H 


305 

299 

294 

287 

281 

274 

268 

261 

256 

248 

241 

236 

7 

16 


327 

322 

315 

309 

302 

296 

288 

282 

274 

268 

261 

255 



349 

342 

336 

330 

322 

316 

308 

301 

295 

287 

280 

274 

76 


370 

364 

356 

350 

343 

335 

328 

321 

312 

305 

299 

290 

Vs 


269 

263 

257 

250 

244 

237 

231 

224 

218 

212 

205 

199 

H 

30 

291 

285 

278 

272 

265 

258 

252 

245 

239 

232 

225 

218 

5 

16 


313 

306 

300 

293 

286 

279 

273 

265 

258 

251 

243 

238 

Vs 


335 

329 

322 

314 

308 

300 

292 

286 

278 

270 

264 

256 

7 

16 


357 

351 

342 

336 

328 

320 

313 

305 

298 

290 

282 

275 

Yi 


379 

372 

364 

357 

349 

342 

333 

326 

317 

310 

301 

294 

9 

16 


401 

394 

386 

378 

370 

362 

355 

345 

338 

329 

321 

312 

Vs 


298 

291 

284 

277 

269 

262 

255 

248 

239 

232 

225 

219 

Yx 

35 

320 

313 

306 

298 

291 

283 

275 

267 

260 

252 

245 

238 

5 

16 


343 

336 

328 

320 

312 

304 

296 

287 

281 

273 

265 

257 

Vs 


365 

357 

349 

340 

334 

325 

317 

309 

301 

292 

284 

276 

16 


387 

379 

372 

363 

354 

345 

338 

329 

320 

312 

303 

294 

Yi 


409 

401 

393 

384 

375 

367 

358 

350 

340 

331 

323 

314 

16 


432 

422 

415 

405 

397 

387 

379 

369 

361 

351 

341 

333 

Vs 



For detail dimensions see pagG 235 















































298 CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
12" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 

Based on Gordon’s Formula P = —Safety factor 4. 

_t “36 000 r2 



SERIES B. 


Weight 
of each 
Channel. 

Thick¬ 
ness of 
Plates. 

Weight 

Column. 

irea of 
Column 
Section. 

Least 
Radius of 
Gyration. 

Length in Feet. 

Li 

Lbs.per Ft. 

Inch. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

8 

10 

12 

14 

16 

18 

20 

22 

24 

20.6 

X 

68.2 

20.06 

5.23 

248 

247 

246 

244 

241 

240 

237 

234 

231 

44 

A 

75.0 

22.06 

5.18 

273 

272 

270 

268 

266 

263 

260 

258 

254 

44 

X 

81.8 

24.06 

5.14 

298 

296 

295 

292 

290 

287 

283 

280 

276 

44 

rff 

88.6 

26.06 

5.10 

322 

321 

318 

317 

314 

311 

307 

303 

299 

4 t 

X 

95.4 

28.06 

5.07 

347 

345 

343 

340 

337 

333 

331 

327 

322 

44 

A 

102.2 

30.06 

5.04 

372 

370 

367 

364 

361 

357 

354 

349 

344 

44 

X 

109.0 

32.06 

5.01 

397 

394 

392 

389 

385 

381 

377 

372 

367 

25 

X 

77.2 

22.70 

5.09 

281 

279 

277 

275 

273 

270 

267 

264 

261 

4 4 

A 

84.0 

24.70 

5.14 

306 

304 

302 

300 

297 

294 

291 

287 

284 

4 4 

X 

90.8 

26.70 

5.11 

330 

328 

326 

324 

321 

318 

315 

311 

307 

4 4 

A 

97.6 

28.70 

5.07 

355 

353 

351 

348 

345 

341 

338 

334 

330 

44 

X 

104.4 

30.70 

5.05 

380 

378 

375 

372 

369 

365 

361 

356 

351 

4 4 

A 

111.2 

32.70 

5.02 

405 

402 

400 

396 

393 

389 

384 

379 

374 

4 4 

X 

118.0 

34.70 

5.00 

429 

427 

424 

421 

417 

412 

408 

403 

397 

30 

X 

87.2 

25.64 

4.93 

317 

315 

313 

311 

308 

304 

300 

296 

292 

4 4 

A 

94.0 

27.64 

5.04 

342 

340 

338 

335 

332 

328 

326 

321 

316 

4 4 

Vs 

100.8 

29.64 

5.07 

367 

365 

362 

359 

356 

352 

349 

345 

340 

4 4 

A 

107.6 

31.64 

5.04 

391 

389 

387 

383 

380 

376 

373 

367 

362 

4 4 

X 

114.4 

33.64 

5.02 

416 

414 

411 

408 

404 

400 

395 

390 

385 

4 4 

A 

121.2 

35.64 

4.99 

441 

438 

435 

432 

428 

424 

419 

413 

408 

44 

Ks 

128.0 

37.64 

4.98 

466 

463 

460 

456 

452 

447 

442 

437 

431 

36 

X 

97.2 

28.58 

4.80 

353 

351 

349 

346 

342 

338 

334 

329 

325 

4 4 

A 

104.0 

30.58 

4.91 

378 

376 

374 

370 

366 

362 

358 

354 

349 

4 4 

X 

110.8 

32.58 

5.01 

403 

401 

398 

395 

391 

387 

383 

378 

373 

4 4 

A 

117.6 

34.58 

4.99 

428 

425 

422 

419 

416 

411 

406 

401 

396 

4 4 

^2 

124.4 

36.58 

4.97 

453 

450 

447 

443 

439 

435 

430 

424 

419 

4 i 

A 

131.2 

38.58 

4.95 

477 

475 

471 

468 

463 

458 

453 

448 

442 

4 4 

y 8 

138.0 

40.58 

4.94 

502 

499 

496 

492 

487 

482 

477 

469 

463 

40 

X 

107.2 

31.52 

4.69 

389 

387 

384 

380 

377 

373 

367 

362 

357 

44 

A 

114.0 

33.52 

4.80 

414 

412 

409 

405 

402 

396 

391 

386 

381 

4 4 

X 

120.8 

35.52 

4.90 

439 

437 

434 

430 

425 

421 

416 

411 

405 

44 

A 

127.6 

37.52 

4.95 

464 

462 

458 

455 

451 

446 

441 

435 

429 

it 

Yi 

134.4 

39.52 

4.94 

489 

486 

483 

479 

474 

470 

464 

457 

451 

44 

A 

141.2 

41.52 

4.92 

514 

511 

507 

503 

497 

492 

486 

480 

473 

44 

y 8 

148.0 

43.52 

4.91 

538 

535 

532 

526 

521 

516 

510 

503 

496 


For detail dimensions see page 235 





























































CAMBRIA STEEL. 


299 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
12" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


50 000 
(12 L) 2 * 

36 000 r 2 


SERIES B. 


Safety factor 4. 


k—is---x, 






Length in Feet. 

Thick¬ 
ness of 
Plates. 

Weight 
of each 
Channel. 

26 

28 

30 

32 

34 

36 

38 

40 

42 

44 

46 

48 

Inch. 

Lbs.perFt. 

228 

225 

222 

218 

215 

211 

207 

204 

200 

196 

191 

187 

Vx 

20.5 

251 

247 

243 

239 

235 

231 

227 

223 

218 

214 

209 

205 

A 

4 4 

272 

269 

265 

261 

256 

251 

247 

242 

237 

232 

228 

223 

% 

< 4 

295 

291 

286 

281 

276 

271 

266 

262 

257 

251 

246 

241 


a 

318 

313 

308 

303 

297 

292 

286 

281 

275 

269 

263 

258 


44 

339 

334 

328 

324 

319 

313 

307 

301 

295 

288 

282 

276 

iV 

4 4 

362 

356 

350 

344 

338 

332 

326 

319 

313 

306 

299 

293 


44 

257 

253 

249 

245 

241 

236 

232 

227 

222 

219 

214 

210 

Vx 

25 

280 

276 

272 

268 

263 

258 

253 

248 

243 

238 

234 

229 

& 

41 

302 

298 

293 

288 

283 

279 

274 

268 

263 

258 

252 

247 

Vs 

4 4 

325 

320 

315 

310 

304 

299 

293 

287 

281 

275 

269 

264 


4 4 

348 

342 

337 

331 

325 

319 

313 

307 

301 

295 

288 

282 


44 

369 

363 

357 

351 

345 

339 

332 

325 

319 

312 

305 

299 

A 

4 4 

391 

385 

379 

373 

366 

359 

352 

345 

338 

331 

324 

317 

% 

44 

288 

284 

279 

274 

269 

264 

259 

254 

249 

243 

238 

233 

Vx 

30 

312 

307 

302 

298 

293 

287 

282 

276 

271 

265 

260 

254 

r« 

4 4 

336 

330 

325 

320 

314 

308 

302 

296 

290 

284 

278 

272 

Vs 

4 4 

357 

351 

346 

341 

335 

329 

323 

316 

310 

304 

297 

291 


4 4 

379 

374 

368 

361 

355 

348 

342 

335 

328 

321 

314 

307 

Vi 

4 4 

402 

396 

389 

383 

376 

369 

362 

355 

347 

340 

333 

326 

■h 

4 4 

425 

418 

411 

404 

397 

390 

382 

375 

367 

359 

351 

344 

Vs 


320 

315 

310 

303 

297 

292 

286 

280 

273 

267 

261 

255 

Vx 

35 

344 

338 

333 

327 

321 

315 

309 

303 

295 

289 

282 

276 

A 


368 

362 

356 

350 

344 

337 

331 

324 

318 

311 

304 

298 

H 


390 

384 

378 

371 

365 

358 

351 

344 

337 

330 

323 

316 

tV 

4 4 

413 

406 

400 

393 

386 

379 

371 

364 

355 

347 

340 

332 

l A 


434 

427 

420 

413 

405 

398 

390 

382 

374 

366 

358 

350 

A 

4 4 

456 

449 

442 

434 

426 

418 

410 

402 

394 

385 

377 

369 

% 


351 

344 

339 

333 

326 

318 

312 

306 

298 

291 

285 

278 

Vx 

40 

375 

369 

363 

355 

349 

342 

335 

328 

320 

313 

306 

299 

A 


399 

393 

386 

380 

373 

366 

357 

350 

343 

335 

328 

321 

% 


422 

415 

408 

401 

394 

387 

379 

372 

364 

356 

348 

341 

A 


444 

437 

430 

423 

415 

407 

399 

391 

383 

375 

367 

359 

Yi 


466 

459 

452 

444 

436 

428 

420 

411 

403 

394 

386 

375 

a 


489 

481 

473 

465 

457 

448 

440 

431 

420 

411 

402 

393 

H 





For detail dimensions see page 235 














































300 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
15" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


50 000 


1 + 


(12 L) 2 


36 000 r2 




r 

d 




SERIES B. 


Safety factor 4. 


Weight 
of each 
Channel. 

Thick¬ 
ness of 
Plates. 

Weight 

Column. 

Area of 
Column 
Section. 

Least 
Radius of 
Gyration. 

Length in Feet. 

Lbs.per Ft. 

Inch. 

Lbs.per Ft. 

Sq. Ins. 

Inches. 

12 

14 

16 

18 

20 

22 

24 

26 

28 

33 

Vs 

117.0 

34.80 

6.59 

429 

427 

425 

423 

420 

417 

414 

410 

406 

ii 


125.5 

37.30 

6.57 

460 

458 

456 

453* 

*450 

447 

442 

438 

434 

H 

3^ 

134.0 

39.80 

6.52 

491 

489 

485 

482 

479 

476 

472 

468 

463 

ii 


142.5 

42.30 

6.48 

521 

519 

516 

513 

509 

505 

501 

497 

492 

i i 


151.0 

44.80 

6.44 

552 

549 

546 

543 

539 

535 

531 

526 

521 

H 

U 

159.5 

47.30 

6.41 

583 

580 

577 

573 

569 

565 

561 

554 

549 

a 


168.0 

49.80 

6.38 

614 

611 

607 

604 

599 

595 

589 

583 

578 

35 


121.0 

35.58 

6.55 

439 

437 

435 

432 

428 

425 

422 

418 

414 

i i 

Tg 

129.5 

38.08 

6.56 

470 

468 

465 

463 

459 

455 

451 

447 

443 

i i 


138.0 

40.58 

6.52 

501 

498 

495 

492 

488 

485 

481 

477 

472 

ii 

Tg 

146.5 

43.08 

6.48 

531 

528 

525 

522 

519 

515 

511 

506 

501 

ii 

Vs 

155.0 

45.58 

6.44 

562 

559 

556 

552 

549 

545 

540 

535 

531 

ii 

u 

163.5 

48.08 

6.41 

592 

590 

586 

583 

579 

574 

570 

563 

558 

i i 

54 

172.0 

50.58 

6.38 

623 

620 

617 

613 

609 

604 

598 

592 

587 

40 

Vs 

131.0 

38.52 

6.41 

475 

472 

470 

467 

464 

460 

457 

451 

447 

i i 

Tg 

139.5 

41.02 

6.51 

506 

503 

500 

497 

494 

490 

486 

482 

477 

i i 

y 2 

148.0 

43.52 

6.50 

537 

534 

531 

527 

524 

520 

516 

511 

507 

i i 

Tg 

156.5 

46.02 

6.47 

567 

564 

561 

558 

554 

550 

545 

541 

536 

i t 

Vs 

165.0 

48.52 

6.43 

598 

595 

592 

588 

584 

580 

575 

570 

563 


H 

173.5 

51.02 

6.40 

629 

626 

622 

618 

614 

610 

603 

598 

592 

ii 

54 

182.0 

53.52 

6.37 

659 

656 

653 

649 

644 

638 

633 

627 

621 

45 

Vs 

141.0 

41.48 

6.28 

511 

509 

506 

502 

498 

494 

490 

486 

480 


TTS 

149.5 

43.98 

6.39 

542 

539 

536 

533 

529 

525 

520 

515 

510 

i i 

Vi 

158.0 

46.48 

6.48 

573 

570 

567 

563 

559 

555 

551 

546 

541 


Tg 

166.5 

48.98 

6.45 

604 

601 

597 

594 

590 

585 

580 

575 

570 


Vs 

175.0 

51.48 

6.42 

634 

631 

628 

624 

620 

615 

610 

603 

597 


n 

183.5 

53.98 

6.39 

665 

662 

658 

654 

650 

645 

638 

632 

626 


V 

192.0 

56.48 

6.37 

696 

693 

689 

685 

680 

673 

667 

661 

655 

50 

Vs 

151.0 

44.42 

6.17 

547 

544 

541 

537 

533 

528 

523 

519 

514 


Tg 

159.5 

46.92 

6.28 

578 

575 

572 

567 

563 

559 

555 

550 

543 


Vl 

168.0 

49.42 

6.37 

609 

606 

603 

599 

595 

589 

584 

579 

573 


Tg 

176.5 

51.92 

6.43 

640 

636 

633 

629 

625 

620 

615 

610 

602 


Vs 

185.0 

54.42 

6.40 

671 

667 

664 

660 

655 

650 

643 

637 

631 


H 

193.5 

56.92 

6.37 

701 

698 

694 

690 

685 

678 

673 

667 

660 


54 

202.0 

59.42 

6.35 

732 

729 

725 

720 

715 

708 

702 

696 

689 

55 

54 

161.0 

47.36 

6.07 

583] 

580 

576 

571 

567 

563 

556 

551 

546 


i \ 

169.5 

49.86 

6.18 

614 

610 

607 

603 

599 

593 

588 

582 

577 


Vi 

178.0 

52.36 

6.28 

645 

642 

639 

633 

629 

624. 

619 

613 

605 


\g 

186.5 

54.86 

6.37 

676 

673 

669 

665 

660 

654 

648 

643 

636 


Vs 

195.0 

57.36 

6.38 

707 

703 

700 

695 

690 

685 

678 

672 

665 



203.5 

59.86 

6.35 

738 

734 

730 

726 

721 

713 

707 

701 

694 


54 

212.0 

62.36 

6.33 

768 

764 

760 

756 

751 

743 

737 

730 

724 


For detail dimensions see page 235 

















































CAMBKIA STEEL. 


301 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
15" CHANNEL AND PLATE COLUMNS. 
SQUARE ENDS. 


Based on Gordon’s Formula P 


50 000 
(12 L) 2 * 

'36 000 r 2 


SERIES B. 


Safety factor 4. 















Thick- 

Weight 





Length in Feet. 





ness of 

of each 













Plates. 

Channel. 

30 

32 

34 

36 

38 

40 

42 

44 

46 

48 

50 

52 

Inch. 

Lbs.per Ft. 

401 

397 

393 

388 

383 

379 

374 

369 

364 

359 

353 

348 

Vs 

33 

430 

425 

421 

416 

411 

406 

401 

395 

390 

384 

379 

373 

tV 

a 

459 

454 

449 

444 

439 

433 

427 

422 

414 

408 

402 

396 


ft 

487 

482 

477 

470 

464 

458 

452 

446 

440 

434 

427 

421 

lg 

it 

515 

509 

503 

498 

492 

485 

479 

473 

466 

457 

450 

444 

Vs 

i < 

543 

538 

532 

525 

519 

512 

504 

497 

490 

483 

476 

468 

H 

i i 

572 

566 

560 

553 

544 

537 

530 

523 

516 

508 

501 

491 

% 

i i 

410 

406 

401 

397 

392 

387 

382 

377 

372 

367 

361 

356 

Vs 

35 

439 

434 

430 

425 

420 

414 

409 

404 

398 

392 

387 

381 

Tg 

( t 

468 

463 

358 

452 

447 

442 

436 

430 

422 

416 

410 

404 

A 

t i 

496 

491 

486 

478 

473 

467 

461 

454 

448 

442 

435 

429 

Tg 

t i 

523 

518 

512 

506 

500 

494 

487 

481 

474 

465 

458 

451 

Vs 

t c 

552 

546 

540 

534 

528 

521 

512 

505 

498 

491 

483 

476 

JLX 

16 

(t 

581 

575 

568 

562 

553 

546 

538 

531 

524 

516 

509 

498 

H 

i i 

442 

438 

433 

428 

423 

417 

410 

404 

399 

393 

387 

381 

Vs 

40 

473 

468 

463 

457 

452 

446 

439 

433 

427 

421 

414 

408 

lg 

i i 

502 

496 

491 

485 

480 

471 

465 

459 

453 

446 

440 

433 

A 

4 t 

530 

525 

517 

511 

505 

499 

492 

485 

479 

472 

465 

458 

9 

16 

i t 

557 

551 

545 

539 

532 

526 

519 

512 

502 

495 

488 

480 

H 

1 t 

586 

580 

573 

567 

560 

553 

543 

536 

528 

521 

513 

505 

XX 

16 

< i 

615 

608 

601 

592 

585 

577 

570 

562 

554 

546 

538 

527 

H 

i i 

475 

470 

464 

459 

451 

445 

440 

433 

427 

421 

413 

407 

Vs 

45 

505 

500 

494 

488 

483 

474 

468 

462 

455 

449 

442 

435 

16 

( i 

536 

530 

524 

516 

510 

504 

497 

490 

483 

477 

470 

463 

A 

i t 

563 

557 

550 

544 

537 

531 

524 

517 

509 

502 

492 

485 

Tg 

i i 

591 

585 

578 

572 

565 

558 

550 

540 

533 

525 

518 

510 

Vs 

t t 

620 

613 

607 

600 

592 

582 

575 

567 

559 

551 

543 

535 


( i 

649 

642 

635 

625 

617 

609 

601 

593 

585 

576 

568 

556 

% 


507 

501 

495 

489 

481 

475 

469 

462 

453 

447 

440 

433 

Vs 

50 

537 

531 

525 

519 

510 

504 

497 

493 

483 

476 

467 

460 

Tg 


568 

562 

555 

547 

540 

533 

526 

519 

512 

504 

497 

487 

A 


596 

590 

583 

577 

570 

563 

555 

548 

538 

530 

522 

514 

9 

16 


625 

618 

612 

604 

597 

590 

579 

571 

563 

555 

547 

539 

Vs 


654 

647 

640 

630 

622 

614 

606 

598 

589 

581 

572 

561 

H 


682 

675 

665 

657 

649 

641 

632 

623 

615 

603 

594 

585 

% 


540 

532 

526 

520 

511 

504 

497 

490 

481 

474 

466 

457 

Vs 

55 

569 

562 

556 

549 

542 

533 

526 

519 

511 

501 

494 

486 

Tg 


599 

593 

586 

579 

570 

562 

555 

547 

540 

532 

521 

513 

A 


630 

623 

616 

607 

599 

592 

584 

576 

568 

560 

552 

540 

■\g 


659 

652 

645 

637 

627 

619 

611 

602 

594 

585 

577 

565 

Vs 


687 

680 

670 

662 

654 

646 

637 

628 

620 

608 

599 

590 

XX 

16 


716 

706 

698 

690 

681 

673 

664 

652 

643 

633 

624 

614 

H 



For detail dimensions see page 235 






































302 




CAMBRIA STEEL. 





SAFE LOADS IN THOUSANDS 

OF POUNDS FOR 


HOLLOW ROUND 

CAST IRON COLUMNS 

• 





SQUARE ENDS. 






Based on Gordon’s Formula P = 

10 uoo 

I* 

• 












1 1 800 d» 



P = safe load in pounds per square inch. 







1 = length of column in inches. 









d = outside diameter of column 

in inches. 






Ultimate compressive strength=80 000 pounds per square inch. Safety factor 8. 

Safe loads for other safety factors than that of the tables may be obtained as 

follows:- 

—New safe load 

= Safe load from table X rr-?—-—• 

New factor 


Outside 












Area 

Weight 

Diam- 

Thick- 


Length of Column in Feet. 


of Metal 

per Foot 

eter in 

ness in 











in 

in 

Inches. 

Inches. 

6 

8 

10 

12 

14 

16 

18 

20 

22 

24 

Sq. Ins. 

Pounds. 

6 

X 

105 

94 

82 

72 

62 

54 

47 

41 

36 

32 

124 

38.7 


X 

119 

107 

94 

82 

71 

62 

54 

47 

41 

36 

14.1 

44.0 

7 

X 

130 

119 

108 

96 

86 

76 

67 

60 

53 

47 

14.7 

46.0 


Vs 

149 

136 

123 

110 

98 

87 

77 

68 

61 

54 

16.8 

52.6 

8 

X 

155 

145 

133 

122 

110 

99 

89 

80 

72 

65 

17.1 

53.4 


X 

178 

166 

153 

139 

126 

114 

104 

92 

83 

75 

19.6 

61.2 


l 

200 

186 

172 

158 

142 

128 

115 

103 

93 

84 

22.0 

68.7 

9 

X 

207 

196 

183 

169 

156 

142 

130 

118 

108 

98 

22.3 

69.8 


1 

233 

220 

206 

190 

175 

160 

146 

133 

121 

110 

25.1 

78.5 


m 

258 

244 

228 

211 

194 

177 

162 

147 

134 

122 

27.8 

87.0 

10 

x 

235 

225 

212 

199 

185 

172 

158 

146 

134 

123 

25.1 

78.4 


i 

265 

254 

240 

224 

209 

194 

178 

164 

151 

139 

28.3 

88.4 


iy 8 

294 

281 

266 

249 

232 

215 

198 

182 

168 

154 

31.4 

98.0 


IX 

323 

308 

291 

273 

254 

235 

217 

200 

184 

169 

34.4 

107.4 

11 

i 

298 

287 

273 

259 

243 

227 

212 

197 

183 

169 

31.4 

98.2 


m 

330 

319 

304 

287 

270 

253 

235 

219 

203 

188 

34.9 * 

109.1 


IX 

363 

350 

333 

315 

296 

277 

258 

240 

223 

206 

38.3 

119.7 


i v» 

395 

380 

361 

342 

322 

301 

280 

261 

242 

224 

41.6 

129.9 

12 

l X 

368 

356 

342 

326 

309 

291 

274 

256 

239 

223 

38.4 

120.1 


i X 

404 

391 

375 

358 

339 

320 

300 

281 

263 

245 

42.2 

131.9 


1 Vs 

439 

425 

408 

389 

369 

348 

327 

306 

287 

267 

45.9 

143.4 


IX 

473 

458 

440 

419 

397 

375 

352 

330 

308 

288 

49.5 

154.6 

13 

iy 8 

404 

393 

379 

364 

347 

330 

312 

294 

277 

260 

42.0 

131.2 


IX 

444 

432 

417 

400 

382 

363 

343 

323 

304 

286 

46.1 

144.2 


m 

484 

470 

454 

435 

415 

395 

373 

352 

331 

311 

50.2 

156.9 


IX 

522 

507 

490 

470 

448 

426 

403 

380 

358 

336 

54.2 

169.4 

14 

IX 

485 

473 

459 

442 

424 

405 

386 

366 

347 

327 

50.1 

156.5 


i H 

528 

515 

499 

482 

462 

441 

420 

399 

378 

357 

54.5 

170.4 


IX 

570 

556 

540 

520 

499 

477 

454 

431 

408 

385 

58.9 

184.1 


m 

612 

597 

579 

558 

535 

511 

487 

462 

437 

413 

63.2 

197.4 

15 

i X 

573 

560 

545 

528 

509 

489 

467 

446 

424 

406 

58.9 

183.9 


IX 

618 

605 

589 

570 

550 

528 

505 

482 

459 

439 

63.6 

198.8 


m 

664 

650 

632 

612 

590 

567 

542 

517 

492 

471 

68.3 

213.4 


IX 

708 

694 

675 

653 

630 

605 

579 

552 

525 

502 

72.8 

227.6 

16 

IX 

666 

654 

638 

620 

600 

579 

557 

533 

510 

486 

68.3 

213.5 


m 

716 

702 

686 

666 

645 

622 

598 

573 

548 

522 

73.4 

229.3 


IX 

764 

750 

732 

711 

689 

664 

638 

611 

584 

558 

78.3 

244.8 


iy 8 

811 

796 

777 

756 

731 

705 

678 

649 

621 

592 

83.2 

260.0 







































CAMBRIA STEEL. 303 


SAFE LOADS IN THOUSANDS OF POUNDS FOR 
HOLLOW ROUND CAST IRON COLUMNS. 
SQUARE ENDS. 

Based on Gordon’s Formula P = - 10 — 

14—-— 

«00 d 2 

P = safe load in pounds per square inch. 

1 = length of column in inches, 
d = outside diameter of column in inches. 

Ultimate compressive strength=80 000 pounds per square inch. Safety factor 8. 
Safe loads for other safety factors than that of the tables may be obtained as 


follows:—New safe load = Safe load from table X ~?- 

a gw factor 


Outside 
Diam¬ 
eter in 
Inches. 

Thick¬ 
ness in 
Inches. 

Length of Column in Feet. 

Area 
of Metal 
in 

Sq. Ins. 

Weight 
per Foot 
in 

Pounds. 

14 

16 

18 

20 

22 

24 

26 

28 

30 

32 

18 

m 

754 

732 

708 

684 

659 

633 

608 

596 

557 

533 

83.6 

261.2 


m 

806 

782 

757 

732 

704 

677 

650 

637 

596 

569 

89.3 

279.2 


i % 

857 

832 

805 

777 

749 

720 

691 

677 

633 

605 

95.0 

296.8 


2 

907 

880 

852 

823 

792 

762 

731 

717 

670 

641 

100.5 

314.2 

20 

IK 

922 

900 

876 

850 

824 

797 

769 

742 

714 

687 

100.3 

313.6 


V/s 

981 

957 

932 

905 

877 

848 

819 

789 

760 

731 

106.8 

333.6 


2 

1039 

1014 

987 

958 

929 

898 

867 

836 

805 

774 

113.1 

353.4 


2 H 

1097 

1070 

1041 

1011 

980 

948 

915 

882 

849 

817 

119.3 

372.9 

22 

1 Vs 

1105 

1082 

1058 

1032 

1005 

976 

947 

918 

888 

859 

118.5 

370.5 


2 

1171 

1147 

1122 

1094 

1065 

1035 

1004 

974 

941 

910 

125.7 

392.7 


2Vs 

1239 

1213 

1186 

1157 

1126 

1094 

1062 

1029 

996 

962 

132.9 

415.3 


2 K 

1301 

1275 

1246 

1215 

1183 

1150 

1116 

1081 

1046 

1011 

139.6 

436.3 

24 

2 

1303 

1280 

1241 

1229 

1201 

1171 

1141 

1110 

1079 

1047 

138.2 

432.0 



1376 

1352 

1311 

1298 

1268 

1238 

1206 

1173 

1140 

1106 

146.0 

456.4 


2K 

1449 

1423 

1380 

1367 

1335 

1303 

1269 

1235 

1200 

1165 

153.7 

480.4 


2 H 

1520 

1494 

1448 

1434 

1402 

1367 

1332 

1296 

1259 

1222 

161.4 

504.2 

26 

2Vs 

1515 

1492 

1467 

1440 

1412 

1382 

1351 

1319 

1286 

1252 

159.4 

498.1 


2K 

1596 

1572 

1546 

1517 

1487 

1456 

1423 

1389 

1354 

1319 

167.9 

524.6 



1675 

1650 

1623 

1593 

1562 

1528 

1494 

1458 

1422 

1385 

176.3 

550.9 


2'A 

1754 

1728 

1699 

1668 

1635 

1600 

1564 

1527 

1489 

1450 

184.6 

576.8 

28 

2K 

1742 

1719 

1694 

1667 

1638 

1608 

1576 

1542 

1508 

1474 

182.0 

568.8 


2^ 

1829 

1806 

1780 

1751 

1721 

1689 

1655 

1620 

1584 

1548 

191.2 

597.5 


2'A 

1917 

1892 

1864 

1834 

1802 

1769 

1734 

1697 

1660 

1622 

200.3 

625.9 


2% 

2002 

1967 

1948 

1917 

1883 

1848 

1811 

1773 

1734 

1694 

209.3 

653.9 

30 

2Vs 

1982 

1961 

1936 

1909 

1879 

1848 

1816 

1782 

1747 

1711 

206.1 

644.1 


2 y 2 

2078 

2055 

2028 

2000 

1969 

1937 

1903 

1867 

1830 

1793 

216.0 

675.0 


2% 

2172 

2148 

2119 

2090 

2058 

2024 

1989 

1952 

1913 

1874 

225.8 

705.5 


2K 

2265 

2240 

2210 

2180 

2147 

2111 

2074 

2035 

1995 

1954 

235.4 

735.7 

32 

2 A 

2239 

2217 

2192 

2165 

2135 

2104 

2071 

2036 

2000 

1963 

231.7 

724.0 


2% 

2341 

2318 

2292 

2264 

2233 

2200 

2165 

2129 

2092 

2053 

242.2 

757.0 


2K 

2442 

2418 

2391 

2361 

2329 

2295 

2259 

2221 

2182 

2141 

252.7 

789.7 


2% 

2542 

2517 

2489 

2458 

2424 

2389 

2351 

2312 

2271 

2229 

263.1 

822.1 

34 

2 5 A 

2511 

2488 

2463 

2436 

2406 

2374 

2341 

2306 

2272 

2232 

258.7 

808.6 


2K 

2620 

2596 

2570 

2542 

2511 

2478 

2441 

2406 

2370 

2329 

270.0 

843.7 


2 7 A 

2728 

2703 

2676 

2646 

2614 

2580 

2544 

2505 

2468 

2425 

281.1 

878.5 


3 

2835 

2810 

2781 

2750 

2717 

2681 

2643 

2604 

2565 

2520 

292.2 

913.0 

36 

2K 

2796 

2774 

2749 

2721 

2692 

2660 2626 

2591 

2553 

2515 

287.3 

897.7 


2 7 A 

2913 

2889 

2863 

2834 

2803 

2770 2735 

2698 

2659 

2619 

299.2 

935.0 


3 

3028 

3003 

2976 

2946 

2904 

288012849 

2805 

2765 

2723 

311.0 

971.9 














































304 


CAMBRIA STEEL. 


STRENGTH OF HOLLOW ROUND AND HOLLOW 
RECTANGULAR CAST IRON COLUMNS. 


For various values of in which:— 

L = length of column in feet, 
d = least outside diameter in inches. 

P = ultimate strength in pounds per square inch. 


Based on Gordon’s Formula for Columns with Square Ends. 
Hollow Round. Hollow Rectangular. 

„ 80000 TJ _ 80000 
P -,(12L)* ^ , (12L)» 

1 + 800 d 2 ^ 1067 d 2 


L 

d 

Ultimate Strength 
in lbs. per sq. in. 

L 

d 

Ultimate Strength 
in lbs. per sq. in. 

Hollow 

Round. 

Hollow 

Rectangular. 

Hollow 

RjOpnd. 

Hollow 

Rectangular. 

1.0 

67800 

70487 

2.5 

37647 

43396 

1.1 

65692 

68770 

2.6 

36088 

41834 

1.2 

63532 

66983 

2.7 

34599 

40326 

1.3 

61340 

65142 

2.8 

33178 

38871 

1.4 

59137 

63265 

2.9 

31817 

37471 

1.5 

56940 

61366 

3.0 

30534 

36123 

1.6 

54766 

59458 

3.1 

29306 

34829 

1.7 

52625 

57553 

3.2 

28137 

33586 

1.8 

50531 

55660 

3.3 

27025 

32393 

1.9 

48491 

53792 

3.4 

25967 

31249 

2.0 

46512 

51954 

3.5 

24961 

30152 

2.1 

44598 

50151 

3.6 

24004 

29101 

2.2 

42753 

48391 

3.7 

23093 

28094 

2.3 

40979 

46676 

3.8 

22227 

27130 

2.4 

39277 

45011 

3.9 

21403 

26206 


Safe loads for any given hollow round or hollow rectangular columns, corre¬ 
sponding to any suitable factor of safety, can be found from the above table as 
follows:— 

Find from the table the ultimate strength in pounds per square inch corre¬ 
sponding to the given value of -r. Multiply this by the area of the column in 

d 

square inches and divide the product by the safety factor which will give as a 
quotient the required safe load in pounds. 

Example: —Required the safe load for a hollow round cast iron column 16 feet 
long, 10 inches external diameter with metal 1 inch thick with safety factor of 
I-/ 1G 

eight. The ratio of -j in this case is — = 1.6 and the corresponding ultimate 

strength from the tables is 54 766 pounds per square inch. 

From the table of areas of circles it is found that the net area of the column is 

28.3 square inches. The safe load is, therefore, ^ fGQX 28.3 _ 735 pounds 

O 

or approximately 97 net tons, which is the required result. 


























— 

CAMBRIA STEEL. 305 


EXPLANATIONS OF TABLES OF SAFE LOADS FOR BEAM BOX-GIRDERS AND 
PLATE GIRDERS. PAGES 306 TO 326 INCLUSIVE. 

For cases in which the loads to be carried exceed the capacities of single rolled 
beams or ordinary beam girders composed of two or more beams with the usual 
bolts and separators, it is necessary to use built-up sections. 

Beam Box-Girders. —A useful and economical section of this kind can be com¬ 
posed of two rolled beams with plates riveted to the top and bottom flanges, making 
a beam box-girder, for which tables of safe uniformly distributed loads are given 
on pages 306 to 316 inclusive. 

The safe loads given in the tables include the weights of the beam box-girders, 
and are figured from the moment of inertia or the section modulus after making the 
necessary deductions for rivet holes, the fibre stress used in the calculations being 
15 000 pounds per square inch of net section. 

Beam box-girders are particularly useful for supporting wide walls and in other 
locations up to the limits of their capacity, but they should not be placed where ex¬ 
posed to moisture, as the section is such that access cannot be had to their interior 
for inspection and painting. 

Plate Girders. —In cases where the widths of beam box-girders would prohibit 
their use, and for loads greater than their capacities, plate girders composed of plates 
and angles may be used. 

Tables of safe loads uniformly distributed for plate girders from 24" to 48" deep 
are given on pages 317 to 326 inclusive. 

The loads given in the tables include the weights of the girders and are calculated 
from the moment of inertia or the section modulus after making a proper deduction 
for rivet holes, the fibre stress used in the calculation being 15 000 pounds per square 
inch of net section. 

Although the tables do not show the stiffener angles for plate girders, care should 
be taken that these are provided in all cases where necessary to prevent buckling of 
the web due to the shearing action therein. The stiffeners should be made of angles 
riveted to the web. fitted tightly between the top and bottom flange angles, and they 
should be provided, at the end of the girders, of such size and number as to be 
capable of carrying the total reaction at each end to the supports. Stiffeners should 
also be provided at intervals along the girder, spaced at suitable distances apart, as 
determined by the formula and explanations on pages 94 and 95. 

Care should also be taken in arranging the rivet spacing for connecting the flange 
angles to the web, so that sufficient rivets are provided to properly transmit the 
stresses which act between these two portions of the construction. This will require 
the rivets to be spaced more closely at the ends than at the center, and the exact 
spacing at any point along the girder may be obtained by dividing the product of 
the distance between the center lines of the rivet holes in the two flanges and the 
resistance of one rivet by the total vertical shear at the given point, thus : 



S = the total vertical shear, in pounds, at the point under consideration, 
r = the resistance of one rivet, i. e., the bearing value or shearing value, whichever 
is the smaller, expressed in pounds. 

h = the depth of the girder between the upper and lower center lines of rivets, 
expressed in inches. 

p = pitch of rivets in the flange angles, expressed in inches. 

The formula above will give the theoretical rivet spacing at any point in the 
flanges due to the total shear, but in practice the pitch for various portions of the 
length should be stated for the least possible number of spacing panels containing 
an even number of spaces, the pitch in each of which should preferably be expressed 
in even inches or even inches and halves or quarters of an inch, and the usual limits 
of pitch will vary from 2J^" to 6". 

The rivet spacing should also conform to the rules given on page 358, and in 
cases where loads are applied directly to the flanges, sufficient rivets must be pro¬ 
vided to carry these in addition to the rivets necessary for securing the web and 
flanges together as explained above. 

It should also be noted that the safe loads given in the tables are based on the 
assumption that the girder is supported laterally, otherwise a proper reduction in 
the allowable safe load must be made, as explained in connection with beams on 

pages 82 and 83. , . 

The weights of beam box-girders and plate girders in the tables are expressed in 
pounds per lineal foot, including the rivets necessary to secure the web and flanges 
together, but the weights do not include any allowance for brackets, stiffeners, con- 
nectionsor other details, as these will vary, subject to the conditions of each case. 







306 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with H" rivet holes in both flanges deducted, and include weight of girder. 




2-Plates 
12" Wide. 



2-10" I-Beams 
25 lbs. per foot. 




Distance Center 
to Center of 
Bearings in 
Feet. 

Thickness of Plates in* Inches. 

For Thicknesses Greater than Use Two Plates. 

* 

& 

f 

tt 

i 

it 

l 

if 

I 

10 

90 

96 

102 

109 

115 

121 

127 

134 

140 

11 

82 

87 

93 

99 

104 

110 

116 

121 

127 

12 

75 

80 

85 

90 

96 

101 

106 

111 

117 

13 

69 

74 

79 

84 

88 

93 

98 

103 

108 

14 

64 

69 

73 

78 

82 

86 

91 

95 

100 

15 

60 

64 

68 

72 

77 

81 

85 

89 

93 

16 

56 

60 

64 

68 

72 

76 

80 

83 

87 

17 

53 

57 

60 

64 

68 

71 

75 

79 

82 

18 

50 

53 

57 

60 

64 

67 

71 

74 

78 

19 

47 

51 

54 

57 

60 

64 

67 

70 

74 

20 

45 

48 

51 

54 

57 

60 

64 

67, 

70 

21 

43 

46 

49 

52 

55 

58 

61 

64 

67 

22 

41 

44 

47 

49 

52 

55 

58 

61 

64 

23 

39 

42 

45 

47 

50 

53 

55 

58 

61 

24 

38 

40 

43 

45 

48 

50 

53 

56 

58 

25 

36 

38 

41 

43 

46 

48 

51 

53 

56 

26 

35 

37 

39 

42 

44 

47 

49 

51 

54 

27 

33 

36 

38 

40 

43 

45 

47 

49 

52 

28 

32 

34 

37 

39 

41 

43 

45 

48 

50 

29 

31 

33 

35 

37 

40 

42 

44 

46 

48 

30 

30 

32 

34 

36 

38 

40 

42 

45 

47 

31 

29 

31 

33 

35 

37 

39 

41 

43 

45 

32 

28 

30 

32 

34 

36 

38 

40 

42 

44 

33 

27 

29 

31 

33 

35 

37 

39 

40 

42 

34 

26 

28 

30 

32 

34 

36 

37 

39 

41 

Weight per 
Foot in Pounds. 

94.6 

99.8 

104.8 

110.0 

115.0 

120.1 

125.2 

130.3 

135.4 

Section 

Modulus. 

90.1 

96.3 

102.4 

108.6 

114.8 

121.0 

127.2 

133.5 

139.8 

Coefficient of 
Deflection. 

0.00000145 

0.00000118 

0.00000098 


For safe loads below the heavy lines, the deflections will be greater than the 
allowable limit for plastered ceilings = 5 ^ span. 













































































CAMBRIA STEEL. 


307 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with xf" rivet holes in both flanges deducted, and include weight of girder. 






2-Plates 
14" Wide. 


4 


% 




2-12" I-Beams 
31.5 lbs. per foot. 


Distance Center Thickness of Plates in Inches. 


to Center of For Thicknesses Greater than %" Use Two Plates. 


hearings m 
Feet. 

2 


§ 

li 

H> 

i 

16 

7 

15. 

16 

1 

10 

132 

141 

150 

159 

167 

176 

185 

194 

203 

11 

120 

128 

136 

144 

152 

160 

168 

177 

185 

12 

110 

117 

125 

132 

140 

147 

154 

162 

169 

13 

102 

108 

115 

122 

129 

136 

143 

149 

156 

14 

94 

101 

107 

113 

120 

126 

132 

139 

145 

15 

88 

94 

100 

106 

112 

118 

123 

129 

135 

16 

83 

88 

94 

99 

105 

110 

116 

121 

127 

17 

78 

83 

88 

93 

98 

104 

109 

114 

120 

18 

73 

78 

83 

88 

93 

98 

103 

108 

113 

19 

70 

74 

79 

83 

88 

93 

98 

102 

107 

20 

66 

70 

75 

79 

84 

88 

93 

97 

102 

21 

63 

67 

71 

76 

80 

84 

88 

92 

97 

22 

60 

64 

68 

72 

76 

80 

84 

88 

92 

23 

57 

61 

65 

69 

73 

77 

81 

84 

88 

24 

55 

59 

62 

66 

70 

73 

77 

81 

85 

25 

53 

56 

60 

63 

67 

71 

74 

78 

81 

26 

51 

54 

58 

61 

64 

68 

71 

75 

78 

27 

49 

52 

55 

59 

62 

65 

69 

72 

75 

28 

47 

50 

53 

57 

60 

63 

66 

69 

73 

29 

46 

49 

52 

55 

58 

61 

64 

67 

70 

30 

44 

47 

50 

53 

56 

59 

62 

65 

68 

31 

43 

45 

48 

51 

54 

57 

60 

63 

66 

32 

41 

44 

47 

50 

52 

55 

58 

61 

64 

33 

40 

43 

45 

48 

51 

53 

56 

59 

62 

34 

39 

41 

44 

47 

49 

52 

54 

57 

60 


Weight per 
Foot in Pounds. 

114.4 

120.4 

126.3 

132.3 

138.3 

144.2 

150.1 

156.1 

162.0 

Section 

Modulus. 

132.1 

140.9 

149.7 

158.5 

167.4 

176.3 

185.3 

194.2 

203.2 

Coefficient of 
Deflection. 

0.000000842 

0.000000688 

0.000000577 


For safe loads below the heavy lines, the deflections will be greater than the 
allowable limit for plastered ceilings = span. 


































































308 CAMBRIA STEEL. 

SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 


Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with H* rivet holes in both flanges deducted, and include weight of girder. 



Distance Center Thickness of Plates in Inches. 

to Center of For Thicknesses Greater than %" <Jse Two Plates. 


Bearings in 
Feet. 

* 

Ts 

f 

li 

16 

£ 

4 

it 

1 

it 

1 

10 

147 

155 

164 

173 

181 

190 

199 

208 

217 

11 

133 

141 

149 

157 

165 

173 

181 

189 

197 

12 

122 

129 

137 

144 

151 

158 

166 

173 

181 

13 

113 

119 

126 

133 

140 

146 

153 

160 

167 

14 

105 

111 

117 

123 

130 

136 

142 

148 

155 

15 

98 

104 

109 

115 

121 

127 

133 

139 

144 

16 

92 

97 

102 

108 

113 

119 

124 

130 

135 

17 

86 

91 

96 

102 

107 

112 

117 

122 

127 

18 

81 

86 

91 

96 

101 

106 

111 

115 

120 

19 

77 

82 

86 

91 

95 

100 

105 

109 

114 

20 

73 

78 

82 

86 

91 

95 

99 

104 

108 

21 

70 

74 

78 

82 

86 

91 

95 

99 

103 

22 

67 

71 

75 

78 

82 

86 

90 

94 

99 

23 

64 

68 

71 

75 

79 

83 

87 

90 

94 

24 

61 

65 

68 

72 

76 

79 

83 

87 

90 

25 

59 

62 

66 

69 

73 

76 

80 

83 

87 

26 

56 

60 

63 

66 

70 

73 

77 

80 

83 

27 

54 

58 

61 

64 

67 

70 

74 

77 

80 

28 

52 

55 

59 

62 

65 

68 

71 

74 

77 

29 

51 

54 

57 

60 

63 

66 

69 

72 

75 

30 

49 

52 

55 

58 

60 

63 

66 

69 

72 

31 

47 

50 

53 

56 

59 

61 

64 

67 

70 

32 

46 

49 

51 

54 

57 

59 

62 

65 

68 

33 

44 

47 

50 

52 

55 

58 

60 

63 

66 

34 

43 

46 

48 

51 

53 

56 

59 

61 

64 


Weight per 
Foot in Pounds. 

131.4 

137.4 

143.3 

149.3 

155.3 

161.2 

167.1 ; 173.1 

1 

179.0 

Section 

Modulus. 

146.6 

155.3 

163.9 

172.7 

181.4 

190.2 

199.0 207.8 

216.7 

Coefficient of 
Deflection. 

0.000000763 

0.000000635 

0.000000539 


For safe loads below the heavy lines, the deflections will be greater than the 
allowable limit for plastered ceilings = ^ span. 













































































CAMBRIA STEEL. 


309 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with rivet holes in both flanges deducted, and include weight of girder. 


gmrn jj_____La- 


2-Plates 
14" Wide. 


4 


4 * 




2-15" I-Beams 
42 lbs. per foot. 


Distance Center 
to Center of 


Thickness of Plates in Inches. 

For Thicknesses Greater than %" Use Two Plates. 


Feet. 

t 


3 

4 

13 

16 

t 

if 

1 

Its 

U 

1 * 

U 

10 

212 

223 

234 

245 

256 

267 

278 

289 

300 

312 

323 

11 

193 

203 

213 

223 

233 

243 

253 

263 

273 

283 

293 

12 

177 

186 

195 

204 

213 

223 

232 

241 

250 

260 

269 

13 

163 

172 

180 

188 

197 

205 

214 

223 

231 

240 

248 

14 

151 

159 

167 

175 

183 

191 

199 

207 

215 

223 

231 

15 

141 

149 

156 

163 

171 

178 

185 

193 

200 

208 

215 

16 

133 

139 

146 

153 

180 

167 

174 

181 

188 

195 

202 

17 

125 

131 

138 

144 

151 

157 

164 

170 

177 

183 

190 

18 

118 

124 

130 

136 

142 

148 

155 

161 

167 

173 

179 

19 

112 

117 

123 

129 

135 

141 

146 

152 

158 

164 

170 

20 

106 

112 

117 

122 

128 

134 

139 

145 

150 

156 

' 161 

21 

101 

106 

111 

117 

122 

127 

132 

138 

143 

148 

154 

22 

96 

101 

106 

111 

116 

121 

126 

131 

137 

142 

147 

23 

92 

97 

102 

107 

111 

116 

121 

126 

131 

135 

140 

24 

88 

93 

98 

102 

107 

111 

116 

121 

125 

130 

135 

25 

85 

89 

94 

98 

102 

107 

111 

116 

120 

125 

129 

26 

82 

86 

90 

94 

98 

103 

107 

111 

116 

120 

124 

27 

79 

83 

87 

91 

95 

99 

103 

107 

111 

115 

120 

28 

76 

80 

84 

88 

91 

95 

99 

103 

107 

111 

115 

29 

73 

77 

81 

84 

88 

92 

96 

100 

104 

107 

111 

30 

71 

74 

78 

82 

85 

89 

93 

96 

100 

104 

108 

31 

68 

72 

75 

79 

83 

86 

90 

93 

97 

101 

104 

32 

66 

70 

73 

77 

80 

83 

87 

90 

94 

97 

101 

33 

64 

68 

71 

74 

78 

81 

84 

88 

91 

94 

98 

34 

62 

66 

69 

72 

75 

79 

82 

85 

88 

92 

95 

Weight per 
Foot in Pounds. 

147.3 

153.3 

159.3 

165.2 

171.1 

177.1 

183.0 

189.0 

194.9 

200.9 

206.8 

Section 

Modulus. 

212.1 

223.0 

234.0 

245.0 

256.0 

267.1 

278.2 

289.3 

300.5 

311.6 

322.8 


Coefficient of 
Deflection. 


0.000000426 


0.000000362 


0.000000314 


0.000000281 




































































310 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with -1-f" rivet holes in both flanges deducted, and include weight of girder. 


m;-' 




2-Plates 



60 lbs. per foot. 


Distance Center 
to Center of 


Thickness of Plates in Inches. 


Bearings in 









Hi 

1A 

U 

Feet. 

t 

TS 

f 

*i 

t 


1 

Its 

10 

259 

271 

282 

294 

306 

318 

329 

341 

353 

365 

377 

11 

236 

246 

257 

267 

278 

289 

299 

310 

321 

332 

342 

12 

216 

226 

235 

245 

255 

265 

274 

284 

294 

304 

314 

13 

199 

208 

217 

226 

235 

244 

253 

262 

272 

281 

290 

14 

185 

193 

202 

210 

218 

227 

235 

244 

252 

261 

269 

15 

173 

181 

188 

196 

204 

212 

220 

227 

235 

243 

251 

16 

162 

169 

177 

184 

191 

198 

206 

213 

221 

228 

235 

17 

152 

159 

166 

173 

180 

187 

194 

201 

208 

215 

222 

18 

144 

150 

157 

163 

170 

176 

183 

190 

196 

203 

209 

19 

136 

143 

149 

155 

161 

167 

173 

180 

186 

192 

198 

20 

130 

135 

141 

147 

153 

159 

165 

171 

176 

182 

188 

21 

123 

129 

134 

140 

146 

151 

157 

162 

168 

174 

179 

22 

118 

123 

128 

134 

139 

144 

150 

155 

160 

166 

171 

23 

113 

118 

123 

128 

133 

138 

143 

148 

153 

159 

164 

24 

108 

113 

118 

123 

127 

132 

137 

142 

147 

152 

157 

25 

104 

108 

113 

118 

122 

127 

132 

136 

141 

146 

151 

26 

100 

104 

109 

113 

118 

122 

127 

131 

136 

140 

145 

27 

96 

100 

105 

109 

113 

118 

122 

126 

131 

135 

140 

28 

93 

97 

101 

105 

109 

113 

118 

122 

126 

130 

135 

29 

89 

93 

97 

101 

105 

109 

114 

118 

122 

126 

130 

30 

86 

90 

94 

98 

102 

106 

110 

114 

118 

122 

126 

31 

84 

87 

91 

95 

99 

102 

106 

110 

114 

118 

122 

32 

81 

85 

88 

92 

96 

99 

103 

107 

110 

114 

118 

33 

79 

82 

86 

89 

93 

96 

100 

103 

107 

111 

114 

34 

76 

80 

83 

87 

90 

93 

97 

100 

104 

107 

111 

Weight per 
Foot in Pounds. 

187.6 

194.0 

200.4 

206.7 

213.1 

219.5 

225.8 

232.2 

238.6 

245.0 

251.4 

Section 

Modulus 

259.2 

270.8 

282.4 

294.1 

305.8 

317.5 

329.3 

341.1 

353.0 

364.9 

376.8 

Coefficient of 
Deflection. 

0.000000350 

0.000000303 

0.000000266 

0.000000240 


















































































CAMBRIA STEEL. 


311 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch} 
with ff" rivet holes in both flanges deducted, and include weight of girder. 



2-15" I-Beams 
80 lbs. per foot. 


Distance Center 
to Center of 


Thickness of Plates in Inches. 


Bearings in 
Feet. 

5 

8 

U 

1 o 

f 

13 

16 

7 

t 

15 

16 

1 

Its 

n 

1 3 

J-re 

u 

10 

300 

311 

322 

334 

345 

357 

368 

380 

391 

403 

414 

11 

272 

283 

293 

303 

314 

324 

335 

345 

356 

366 

377 

12 

250 

259 

269 

278 

288 

297 

307 

316 

326 

336 

345 

IS 

231 

239 

248 

257 

265 

274 

283 

292 

301 

310 

319 

14 

214 

222 

230 

238 

247 

255 

263 

271 

279 

288 

296 

15 

200 

207 

215 

222 

230 

238 

245 

253 

261 

269 

276 

16 

187 

194 

201 

209 

216 

223 

230 

237 

244 

252 

259 

17 

176 

183 

190 

196 

203 

210 

217 

223 

230 

237 

244 

18 

167 

173 

179 

185 

192 

198 

204 

211 

217 

224 

230 

19 

158 

164 

170 

176 

182 

188 

194 

200 

206 

212 

218 

20 

150 

156 

161 

167 

173 

178 

184 

190 

196 

201 

207 

21 ' 

143 

148 

154 

159 

164 

170 

175 

181 

186 

192 

197 

22 

136 

141 

147 

152 

157 

162 

167 

173 

178 

183 

188 

23 

130 

135 

140 

145 

150 

155 

160 

165 

170 

173 

180 

24 

125 

130 

134 

139 

144 

149 

153 

158 

163 

168 

173 

25 

120 

124 

129 

133 

138 

143 

147 

152 

156 

161 

166 

26 

115 

120 

124 

128 

133 

137 

142 

146 

150 

155 

159 

27 

111 

115 

119 

124 

128 

132 

136 

141 

145 

149 

153 

28 

107 

111 

115 

119 

123 

127 

131 

136 

140 

144 

148 

29 

103 

107 

111 

115 

119 

123 

127 

131 

135 

139 

143 

30 

100 

104 

107 

111 

115 

119 

123 

127 

130 

134 

138 

31 

97 

100 

104 

108 

111 

115 

119 

122 

126 

130 

134 

32 

94 

97 

101 

104 

108 

111 

115 

119 

122 

126 

130 

33 

91 

94 

98 

101 

105 

108 

112 

115 

119 

122 

126 

34 

88 

91 

95 

98 

102 

105 

108 

112 

115 

118 

122 

Weight per 

227.6 

234.0 

240.4 

246.7 

253.1 

259.5 

265.8 

272.2 

278.6 

285.0 

291.4 

Foot in Pounds. 










Section 

299.7 

311.0 

322.4 

333.7 

345.1 

356.6 

368.1 

379.6 

391.2 

402.8 

414.4 

Modulus. 









Coefficient of 

0.000000305 

0.000000269 

0.000000239 

0.000000218 

Deflection. 















































































312 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 


Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with ^J" rivet holes in both flanges deducted, and include weight of girder. 



2-18" I-Beams 
55 lbs. per foot. 


Distance Center 



Thickness of Plates in .Inches. 



to Center of 


For Thicknesses Greater than M" Use Two Plates. 


Bearings in 























Feet. 

1 

if 

1 

if 

1 


li 

1& 

li 

1* 

If 

16 

227 

237 

247 

258 

268 

278 

289 

299 

309 

320 

330 

16 

213 

222 

232 

242 

251 

261 

271 

280 

290 

300 

310 

17 

200 

209 

218 

227 

237 

246 

255 

264 

273 

282 

291 

18 

189 

198 

206 

215 

223 

232 

241 

249 

258 

267 

275 

19 

179 

187 

195 

203 

212 

220 

228 

236 

244 

253 

261 

20 

170 

178 

186 

193 

201 

209 

217 

224 

232 

240 

248 

21 

162 

169 

177 

184 

191 

199 

206 

214 

221 

228 

236 

22 

155 

162 

169 

176 

183 

190 

197 

204 

211 

218 

225 

23 

148 

155 

161 

168 

175 

182 

188 

195 

202 

209 

215 

24 

142 

148 

155 

161 

168 

174 

180 

187 

193 

200 

206 

25 

136 

142 

148 

155 

161 

167 

173 

179 

186 

192 

198 

26 

131 

137 

143 

149 

155 

161 

167 

173 

179 

185 

191 

27 

126 

132 

137 

143 

149 

155 

160 

166 

172 

178 

183 

28 

122 

127 

133 

138 

144 

149 

155 

160 

166 

171 

177 

29 

117 

123 

128 

133 

139 

144 

149 

155 

160 

165 

171 

30 

113 

119 

124 

129 

134 

139 

144 

150 

155 

160 

165 

31 

110 

115 

120 

125 

130 

135 

140 

145 

150 

155 

160 

32 

106 

111 

116 

121 

126 

130 

135 

140 

145 

150 

155 

33 

103 

108 

112 

117 

122 

127 

131 

136 

141 

145 

150 

34 

100 

105 

109 

114 

118 

123 

127 

132 

137 

141 

146 

36 

97 

102 

106 

110 

115 

119 

124 

128 

133 

137 

142 

36 

95 

99 

103 

107 

112 

116 

120 

125 

129 

133 

138 

37 

92 

96 

100 

104 

109 

113 

117 

121 

125 

130 

134 

38 

90 

94 

98 

102 

106 

110 

114 

118 

122 

126 

130 

39 

87 

91 

95 

99 

103 

107 

111 

115 

119 

123 

127 

Weight per 
Foot in Pounds. 

195.5 

202.2 

209.0 

215.8 

222.6 

229.4 

236.2 

243.1 

249.8 

256.7 

263.4 

Section 

Modulus. 

340.5 

355.8 

371.2 

386.6 

402.1 

417.5 

433.0 

448.6 

464.2 

479.8 

495.4 

Coefficient of 
Deflection. 

0.000000223 

0.000000193 

0.000000170 

0.000000154 





































































CAMBRIA STEEL. 


313 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with jf" rivet holes in both flanges deducted, and include weight of girder. 



2-20" I-Beams 
65 lbs. per foot. 


Distance Center 
to Center of 
Bearings in 
Feet. 


Thickness of Plates in Inches. 

For Thicknesses Greater than %" Use Two Plates. 



if 

i 

15 

16 

1 

Its 

li 

1 3 

J-T6 

li 

1& 

If 

15 

275 

286 

297 

308 

320 

331 

343 

354 

365 

377 

388 

16 

257 

268 

279 

289 

300 

310 

321 

332 

343 

350 

364 

17 

242 

252 

262 

272 

282 

292 

302 

312 

322 

333 

343 

18 

229 

238 

248 

257 

266 

276 

285 

295 

305 

314 

324 

19 

217 

226 

235 

244 

252 

261 

270 

280 

288 

298 

307 

20 

206 

214 

223 

231 

240 

248 

257 

266 

274 

283 

291 

21 

196 

204 

212 

220 

228 

237 

245 

253 

261 

269 

277 

22 

187 

195 

203 

210 

218 

226 

234 

241 

249 

257 

265 

23 

179 

186 

194 

201 

209 

216 

223 

231 

238 

246 

253 

24 

172 

179 

186 

193 

200 

207 

214 

221 

228 

236 

243 

25 

165 

171 

178 

185 

192 

199 

206 

212 

219 

226 

233 

26 

158 

165 

171 

178 

184 

191 

198 

204 

211 

217 

224 

27 

153 

159 

165 

171 

178 

184 

190 

197 

203 

209 

216 

28 

147 

153 

159 

165 

171 

177 

184 

190 

196 

202 

208 

29 

142 

148 

154 

160 

165 

171 

177 

183 

189 

195 

201 

30 

137 

143 

149 

154 

160 

166 

171 

177 

183 

188 

194 

31 

133 

138 

144 

149 

155 

160 

166 

171 

177 

182 

188 

32 

129 

134 

139 

145 

150 

155 

161 

166 

171 

177 

182 

33 

125 

130 

135 

140 

145 

151 

156 

161 

166 

171 

177 

34 

121 

126 

131 

136 

141 

146 

151 

156 

161 

166 

171 

35 

118 

122 

127 

132 

137 

142 

147 

152 

157 

162 

166 

36 

114 

119 

124 

129 

133 

138 

143 

148 

152 

157 

162 

37 

111 

116 

120 

125 

130 

134 

139 

144 

148 

153 

157 

38 

108 

113 

117 

122 

126 

131 

135 

140 

144 

149 

153 

39 

106 

110 

114 

119 

123 

127 

132 

136 

141 

145 

149 

Weight per 

215.5 

222.2 

229.0 

235.8 

242.6 

249.4 

256.2 

263.1 

269.8 

276.7 

283.4 

Foot in Pounds. 









Section 

411.8 

428.7 

445.7 

462.7 

479.7 

496.7 

513.8 

531.2 

548.1 

565.3 

582.5 

Modulus. 









Coefficient of 
Deflection. 

0.000000168 

0.000000147 

0.000000131 

0.000000119 











































































314 


CAMBRIA STEEL. 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 


Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with jf" rivet holes in both flanges deducted, and include weight of girder. 



2-20" I-Beams 
80 lbs. per foot. 


Distance Center 



Thickness of Plates in Inches. 



to Center of 


For Thicknesses Greater than W Use Two Plates. 


Bearings in 























Feet. 

f 

& 

7 

8 

$ 

1 

Its 

U 

Ire 

H 

Ire 

If 

15 

309 

320 

331 

343 

354 

365 

376 

387 

399 

410 

421 

16 

290 

300 

311 

321 

332 

342 

353 

363 

374 

384 

395 

17 

273 

283 

292 

302 

312 

322 

332 

342 

352 

362 

372 

18 

258 

267 

276 

285 

295 

304 

313 

323 

332 

342 

351 

19 

244 

253 

262 

270 

279 

288 

297 

306 

315 

324 

332 

20 

232 

240 

249 

257 

265 

274 

282 

291 

299 

307 

316 

21 

221 

229 

237 

245 

253 

261 

269 

277 

285 

293 

301 

22 

211 

218 

226 

234 

241 

249 

256 

264 

272 

279 

287 

23 

202 

209 

216 

223 

231 

238 

245 

253 

260 

267 

275 

24 

193 

200 

207 

214 

221 

228 

235 

243 

249 

256 

263 

25 

186 

192 

199 

206 

212 

219 

226 

232 

239 

246 

253 

26 

178 

185 

191 

198 

204 

211 

217 

224 

230 

236 

243 

27 

172 

178 

184 

190 

196 

203 

209 

215 

221 

228 

234 

28 

166 

172 

178 

184 

189 

195 

201 

208 

214 

220 

226 

29 

160 

166 

171 

177 

183 

189 

195 

200 

206 

212 

218 

30 

155 

160 

166 

171 

177 

182 

188 

194 

199 

205 

211 

31 

150 

155 

160 

166 

171 

177 

182 

187 

193 

198 

204 

32 

145 

150 

155 

161 

166 

171 

176 

182 

187 

192 

197 

33 

141 

146 

151 

156 

161 

166 

171 

176 

181 

186 

191 

34 

136 

141 

146 

151 

156 

161 

166 

171 

176 

181 

186 

35 

133 

137 

142 

147 

152 

156 

161 

166 

171 

176 

180 

36 

129 

133 

138 

143 

147 

152 

157 

161 

166 

171 

175 

37 

125 

130 

134 

139 

143 

148 

152 

157 

162 

166 

171 

38 

122 

126 

131 

135 

140 

144 

148 

153 

157 

162 

166 

39 

119 

123 

127 

132 

136 

140 

145 

149 

153 

158 

162 

Weight per 
Foot in Pounds. 

245.5 

252.2 

259.0 

265.8 

272.6 

279.4 

286.2 

293.1 

299.8 

306.7 

313.4 

Section 

Modulus. 

463.8 

480.4 

497.1 

513.8 

530.6 

547.3 

564.1 

581.2 

597.8 

614.7 

631.7 

Coefficient of 
Deflection. 

0.000000149 

0.000000133 

0.000000119 

0.000000110 





































































CAMBRIA STEEL. 


315 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15 000 pounds per square inch, 
with ff" rivet holes in both flanges deducted, and include weight of girder. 


2-Plates 
18* Wide. 



2-24* I-Beams 
80 lbs. per foot. 




Distance Center 
to Center of 
Bearings in 
Feet. 


Thickness of Plates in Inches. 

For Thicknesses Greater than M" Use Two Plates. 


! 

if 

f 

15 

16 

1 

Its 

u 

« 

li 


If 

15 

396 

411 

427 

442 

458 

473 

489 

505 

520 

536 

551 

16 

371 

386 

400 

415 

429 

444 

458 

473 

488 

502 

517 

17 

349 

363 

377 

390 

404 

418 

431 

445 

459 

473 

487 

18 

330 

343 

356 

369 

381 

394 

407 

421 

433 

446 

460 

19 

312 

325 

337 

349 

361 

374 

386 

398 

411 

423 

435 

20 

297 

308 

320 

332 

343 

355 

367 

379 

390 

402 

414 

21 

283 

294 

305 

316 

327 

338 

349 

361 

372 

383 

394 

22 

270 

280 

291 

302 

312 

323 

333 

344 

355 

365 

376 

23 

258 

268 

278 

288 

299 

309 

319 

329 

339 

349 

360 

24 

247 

257 

267 

276 

286 

296 

306 

315 

325 

335 

345 

25 

237 

247 

256 

265 

275 

284 

293 

303 

312 

321 

331 

26 

228 

237 

246 

255 

264 

273 

282 

291 

300 

309 

318 

27 

220 

228 

237 

246 

254 

263 

272 

280 

289 

298 

306 

28 

212 

220 

229 

237 

245 

254 

262 

270 

279 

287 

295 

29 

205 

213 

221 

229 

237 

245 

253 

261 

269 

277 

285 

30 

198 

206 

213 

221 

229 

237 

244 

252 

260 

268 

276 

31 

192 

199 

206 

214 

222 

229 

237 

244 

252 

259 

267 

32 

186 

193 

200 

207 

215 

222 

229 

237 

244 

251 

258 

33 

180 

187 

194 

201 

208 

215 

222 

229 

236 

244 

251 

34 

175 

181 

188 

195 

202 

209 

216 

223 

229 

236 

243 

35 

170 

176 

183 

190 

196 

203 

210 

216 

223 

230 

236 

36 

165 

171 

178 

184 

191 

197 

204 

210 

217 

223 

230 

37 

160 

167 

173 

179 

186 

192 

198 

205 

211 

217 

224 

38 

156 

162 

168 

175 

181 

187 

193 

199 

205 

211 

218 

39 

152 

158 

164 

170 

176 

182 

188 

194 

200 

206 

212 

Weight per 

255.7 

263.3 

271.0 

278.6 

286.2 

293.9 

301.5 

309.2 

316.8 

324.5 

332.1 

Foot in Pounds. 









Section 

593.7 

616.9 

640.1 

663.4 

686.7 

710.0 

733.3 

757.1 

780.2 

803.6 

827.1 

Modulus. 









Coefficient of 

0.0000000983 

0.0000000870 

0.0000000778 

0.0000000713 

Deflection. 





















































































316 


CAMBRIA STEEL 


SAFE LOADS IN THOUSANDS OF POUNDS 
UNIFORMLY DISTRIBUTED FOR 
% BEAM BOX GIRDERS. 

Safe loads below are figured for fibre stress of 15000 pounds per square inch, 
with rivet holes in both flanges deducted, and include weight of girder. 


2 Plates 
18" Wide. 


i* 854" 1 

. 






TO - 1 


T 


1254"--4 


2-24" I-Beams 


105 lbs. per foot. 


Distance Center 



Thickness of Plates in 

Inches. 



to Center of 


For Thicknesses Greater than Use,T W0 Plates. 


Bearings in 
Feet. 












3 

4 

1 3 

16 

7 

8 

1 5 

16 

1 

1*1 

U 

1* 

U 

-•■4 

1 -5_ 

-•-16 

l a 
1 8 

15 

466 

481 

496 

511 

526 

541 

557 

572 

587 

602 

618 

16 

437 

451 

465 

479 

493 

507 

522 

536 

550 

565 

579 

17 

411 

424 

437 

451 

464 

478 

491 

505 

518 

532 

545 

18 

388 

401 

413 

426 

438 

451 

464 

477 

489 

502 

515 

19 

368 

379 

391 

403 

415 

427 

439 

451 

463 

476 

488 

20 

349 

361 

372 

383 

395 

406 

417 

429 

440 

452 

463 

21 

333 

343 

354 

365 

376 

387 

398 

408 

419 

430 

441 

22 

317 

328 

338 

348 

359 

369 

379 

390 

400 

411 

421 

23 

304 

314 

323 

333 

352 

353 

363 

373 

383 

393 

403 

24 

291 

300 

310 

319 

329 

338 

348 

357 

367 

376 

386 

25 

279 

288 

297 

307 

3-16 

325 

334 

343 

352 

361 

371 

26 

269 

277 

286 

295 

303 

312 

321 

330 

339 

347 

356 

27 

259 

267 

275 

284 

292 

301 

309 

318 

326 

335 

343 

28 

249 

258 

265 

274 

282 

290 

298 

306 

314 

323 

331 

29 

241 

249 

256 

264 

272 

280 

288 

296 

304 

312 

319 

30 

233 

240 

248 

255 

263 

271 

278 

286 

293 

301 

309 

31 

225 

232 

240 

247 

254 

262 

269 

277 

284 

291 

299 

32 

218 

225 

232 

239 

246 

254 

261 

268 

275 

282 

289 

33 

211 

218 

225 

232 

239 

246 

253 

260 

267 

274 

281 

34 

205 

212 

219 

225 

232 

239 

245 

252 

259 

266 

272 

35 

199 

206 

212 

219 

225 

232 

238 

245 

251 

258 

265 

36 

194 

200 

206 

213 

219 

225 

232 

238 

245 

251 

257 

37 

189 

195 

201 

207 

213 

219 

226 

232 

238 

244 

250 

38 

184 

190 

196 

202 

208 

214 

220 

226 

237 

238 

244 

39 

179 

185 

191 

196 

202 

208 

214 

220 

226 

232 

237 

Weight per 
Foot in Pounds 

305.6 

313.3 

320.9 

328.6 

336.2 

343.9 

351.5 

359.2 

366.8 

374.5 

382. 

Section 

Modulus. 

698.6 

721.3 

744.0 

766.8 

789.6 

812.4 

835.3 

858.2 

881.1 

904.1 

927. 

Coefficient of 
Deflection = 
0.000000001 X 

87 

84 

81 

78 

76 

73 

71 

69 

66 

64 

63 















































































CAMBRIA STEEL. 


317 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 

POUNDS. 

The safe loads below include the weight of the girder and are calculated for a 
fibre stress of 15 000 pounds per square inch on the net section. The net section 
is obtained by deducting holes figured at % of an inch in diameter (for %" rivets) 
from both flanges. 


Web Plate 
24" X W 


Flange Angles 
5" X 3 W 


Distance 
Center to 
Center of 
Bearings 
in Feet. 

Thickness of Flange 
Angles in Inches. 

• 

Thickness of Flange 
Angles in Inches. 

3 

8 

1 

2 

5 

8 

3 

4 

3 

8 

1 

2 


3 

4 

25 

59 

74 

87 


69 

85 

101 


26 

57 

71 

84 


67 

82 

97 


27 

55 

68 

81 

92 

64 

79 

93 


28 

53 

66 

78 

89 

62 

76 

90 

103 

29 

51 

63 

75 

86 

60 

74 

87 

99 

30 

50 

61 

73 

83 

58 

71 

84 

96 

31 

48 

59 

70 

80 

56 

69 

81 

93 

32 

46 

57 

68 

78 

54 

67 

79 

90 

33 

45 

56 

66 

75 

53 

65 

76 

87 

34 

44 

54 

64 

73 

51 

63 

74 

85 

35 

42 

53 

62 

71 

50 

61 

72 

82 

36 

41 

51 

60 

69 

48 

59 

70 

80 

37 

40 

50 

59 

67 

47 

58 

68 

78 

38 

39 

48 

57 

66 

46 

56 

66 

76 

39 

38 

47 

56 

64 

44 

55 

65 

74 

40 

37 

46 

54 

62 

43 

53 

63 

72 

41 

36 

45 

53 

61 

42 

52 

61 

70 

42 

35 

44 

52 

59 

41 

51 

60 

69 

43 

35 

43 

51 

58 

40 

50 

59 

67 

44 

34 

42 

49 

57 

39 

49 

57 

65 

45 

33 

41 

48 

55 

39 

47 

56 

64 

46 

32 

40 

47 

54 

38 

46 

55 

63 

47 

32 

39 

46 

53 

37 

45 

54 

61 

48 

31 

38 

45 

52 

36 

44 

53 

60 

49 

30 

38 

44 

51 

35 

44 

51 

59 

50 

30 

37 

44 

50 

35 

43 

50 

58 

51 

29 

36 

43 

49 

34 

42 

49 

57 

52 

29 

35 

42 

48 

33 

41 

48 

55 

53 

28 

35 

41 

47 

33 

40 

48 

54 

54 

28 

34 

40 

46 

32 

40 

47 

53 

Weight per 
Foot in 
Pounds. 

74.1 

86.9 

99.7 

111.7 

78 

90.8 

103.6 

115.6 


Web Plate 
27" X Vs" 


Flange Angles 
5" X 3 y 2 " 



















































318 CAMBRIA STEEL. 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 

POUNDS. 

The safe loads below include the weight of the girder and are calculated for a 
fibre stress of 15 000 pounds per square inch on the net section. The net section 
is obtained by deducting holes figured at of an inch in diameter (for rivets) 
from both flanges. 



I— A 








Web Plate 

Flange Angles 

Web Plate 

Flange Angles 

30" X %” 


6"X3 H 

n 

33" X 

6" 

X3^" 

Distance 

Thickness of Flange 

Thickness of Flange 

Center to 
Center of 

Angles in Inches. 

Angles in Inches 

• k 

Bearings 

3 

i 

5 

3 

3 

1 

5 

3 

in Feet. 

8 

2 

8 

4 

8 

2 

8 

4 

30 

74 . 

91 

108 


83 

103 

122 


31 

71 * 

88 

105 


81 

100 

118 


32 

69 

86 

101 

116 

78 

97 

114 

131 

33 

67 

83 

98 

113 

76 

94 

111 

127 

34 

65 

81 

95 

109 

74 

91 

107 

123 

35 

63 

78 

93 

106 

72 

88 

104 

119 

36 

61 

76 

90 

103 

70 

86 

101 

116 

37 

60 

74 

88 

101 

68 

84 

99 

113 

38 

58 

72 

85 

98 

66 

81 

96 

110 

39 

57 

70 

83 

95 

64 

79 

94 

107 

40 

55 

69 

81 

93 

63 

77 

91 

104 

41 

54 

67 

79 

91 

61 

75 

89 

102 

42 

53 

65 

77 

89 

60 

74 

87 

99 

43 

51 

64 

75 

86 

58 

72 

85 

97 

44 

50 

62 

74 

85 

57 

70 

83 

95 

45 

49 

61 

72 

83 

56 

69 

81 

93 

46 

48 

60 

71 

81 

54 

67 

79 

91 

47 

47 

58 

69 

79 

53 

66 

78 

89 

48 

46 

57 

68 

77 

52 

64 

76 

87 

49 

45 

56 

66 

76 

51 

63 

75 

85 

50 

44 

55 

65 

74 

50 

62 

73 

84 

51 

43 

54 

64 

73 

49 

61 

72 

82 

52 

43 

53 

62 

72 

48 

59 

70 

80 

53 

42 

52 

61 

70 

47 

58 

69 

79 

54 

41 

51 

60 

69 

46 

57 

68 

77 

55 

40 

50 

59 

68 

46 

56 

66 

76 

56 

39 

49 

58 

66 

45 

55 

65 

75 

57 

39 

48 

57 

65 

44 

54 

64 

73 

58 

38 

47 

56 

64 

43 

53 

63 

72 

59 

37 

• 46 

55 

63 

42 

52 

62 

71 

Weight per 









Foot in 

87.0 

101.4 

115.8 

129.8 

90.8 

105.2 

119.6 

133.6 

Pounds. 





















































CAMBRIA STEEL. 319 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 

POUNDS. 

The safe loads below include the weight of the girder and are calculated for 
a fibre stress of 15 000 pounds per square inch on the net section. The net 
section is obtained by deducting holes figured at one inch in diameter (for yi" 
rivets) from both flanges. 


Web Plate 36" X %” 
Flange Angles 6" X 4" 


Distance Center 

Thickness of Flange 

Thickness of Flange Plate 

to Center of 

Angles in Inches. 



in Inches. 



Bearings in 
Feet. 












3 

i 

5 

3 

7 

3 

i 

5 

3 

7 

1 


8 

2 

8 

4 

8 

8 

2 

8 

4 , 

8 

30 

95 

117 

138 

158 

177 

191 

209 

226 

243 

260 

277 

31 

92 

113 

133 

152 

171 

185 

202 

218 

235 

252 

268 

32 

89 

109 

129 

148 

166 

179 

196 

212 

227 

244 

260 

33 

86 

106 

125 

143 

161 

174 

190 

205 

221 

236 

252 

34 

84 

103 

121 

139 

156 

169 

184 

199 

214 

229 

244 

35 

81 

100 

118 

135 

151 

164 

179 

193 

208 

223 

237 

36 

79 

97 

115 

131 

147 

159 

174 

188 

202 

217 

231 

37 

77 

94 

112 

128 

143 

155 

169 

183 

197 

211 

225 

38 

75 

92 

109 

124 

140 

151 

165 

178 

192 

205 

219 

39 

73 

90 

106 

121 

136 

147 

160 

174 

187 

200 

213 

40 

71 

87 

103 

118 

132 

143 

156 

169 

182 

195 

208 

41 

69 

85 

101 

115 

129 

140 

153 

165 

178 

190 

203 

42 

68 

83 

98 

113 

126 

137 

149 

161 

173 

186 

198 

43 

66 

81 

96 

110 

123 

133 

146 

157 

169 

181 

193 

44 

65 

79 

94 

107 

120 

130 

142 

154 

165 

177 

189 

45 

63 

78 

92 

105 

118 

127 

139 

150 

162 

173 

185 

46 

62 

76 

90 

103 

115 

125 

136 

147 

158 

169 

181 

47 

61 

74 

88 

101 

113 

122 

133 

144 

155 

166 

177 

48 

59 

73 

86 

98 

110 

120 

130 

141 

152 

162 

173 

49 

58 

71 

84 

96 

108 

117 

128 

138 

149 

158 

170 

50 

57 

70 

83 

95 

106 

115 

125 

135 

146 

156 

166 

51 

56 

69 

81 

93 

104 

112 

123 

133 

143 

153 

163 

52 

55 

67 

79 

91 

102 

110 

120 

130 

140 

150 

160 

53 

54 

66 

78 

89 

100 

108 

118 

128 

137 

147 

157 

54 

53 

65 

76 

88 

98 

106 

116 

125 

135 

144 

154 

55 

52 

64 

75 

86 

96 

104 

114 

123 

132 

142 

151 

56 

51 

62 

74 

84 

95 

102 

112 

121 

130 

139 

148 

57 

50 

61 

72 

83 

93 

101 

110 

119 

128 

137 

146 

58 

49 

60 

71 

82 

91 

99 

108 

117 

125 

134 

143 

59 

48 

59 

70 

80 

90 

97 

106 

115 

123 

132 

141 

Weight per 
Foot in 

98.0 

113.6 

128.8 

143.2 

157.6 

184.8 

196.7 

208.6 

220.5 

232.4 

244.3 

Pounds. 








• 











Web Plate 36" X %" 

Flange Angles 6" X 4" X A" 
Flange Plate 14" 






















































320 


CAMBRIA STEEL. 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 

POUNDS. 


The safe loads below include the weight of the girder and are calculated for 
a fibre stress of 15,000 pounds per square inch on the net section. The net 
section is obtained by deducting holes figured at J-g of an inch in diameter 
(for %" rivets) from both flanges. 


Web Plate 36" X %" 
Flange Angles 6" X 6" 


r tp 


JL Jk, 

'—o->■*— 


Web Plate 36" X H" 

Flange Angles 6" X 6" X V\ 
Flange Plates 14" 


Distance Center 
to Center of 


Thickness of Flange 
Angles in Inches. 


Feet. 

1 

i 

t 

t 

i 

1 

t 

i 

1 

30 

108 

134 

159 

183 

238 

255 




31 

104 

130 

154 

177 

230 

247 

264 



32 

101 

125 

149 

171 

223 

239 

256 



33 

98 

122 

144 

166 

216 

232 

248 

264 


34 

95 

118 

140 

161 

210 

225 

241 

256 


35 

92 

115 

136 

157 

204 

219 

234 

249 

264 

36 

90 

112 

132 

152 

198 

213 

227 

242 

257 

37 

87 

109 

129 

148 

193 

207 

221 

235 

250 

38 

85 

106 

125 

144 

188 

201 

215 

229 

243 

39 

83 

103 

122 

141 

183 

196 

210 

223 

237 

40 

81 

100 

119 

137 

178 

191 

205 

218 

231 

41 

79 

98 

116 

134 

174 

187 

200 

213 

225 

42 

77 

96 

113. 

131 

170 

182 

195 

207 

220 

43 

75 

93 

Ill 

128 

166 

178 

190 

203 

215 

44 

74 

91 

108 

125 

162 

174 

186 

198 

210 

45 

72 

89 

106 

122 

158 

170 

182 

194 

205 

46 

70 

87 

104 

119 

155 

166 

178 

189 

201 

47 

69 

85 

101 

117 

152 

163 

174 

185 

197 

48 

67 

84 

99 

114 

149 

160 

171 

182 

193 

49 

66 

82 

97 

112 

146 

156 

167 

178 

189 

50 

65 

80 

95 

110 

143 

153 

164 

174 

185 

51 

63 

79 

93 

108 

140 

150 

160 

171 

181 

52 

62 

77 

92 

106 

137 

147 

157 

168 

178 

53 

61 

76 

90 

104 

135 

144 

154 

164 

174 

54 

60 

74 

88 

102 

132 

142 

152 

161 

171 

55 

59 

73 

87 

100 

130 

139 ' 

149 

158 

168 

56 

58 

72 

85 

98 

127 

137 

146 

156 

165 

57 

57 

70 

84 

96 

125 

134 

144 

153 

162 

68 

56 

69 

. 82 

95 

123 

132 

141 

150 

159 

59 

55 

68 

81 

93 

121 

130 

139 

148 

157 

Weight per 










Foot in 

107.5 

126.3 

144.7 

162.7 

214.1 

226 

2379 

249.8 

261.7 

Pounds. 











Thickness of Flange 
Plate in Inches. 


Note. —When Blange plates are thicker than use two plates. 


























































CAMBRIA STEEL. 


321 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 

POUNDS. 

The safe loads below include the weight of the girder and are calculated 
for a fibre stress of 15 000 pounds per square inch on the net section. The 
net section is obtained by deducting holes figured at one inch in diameter 
(for Ys" rivets) from both flanges. 


Web Plate 42" X %" 
Flange Angles 6" X 4" 



T 3 


• 






Web Plate 42" X Vi’ 

Flange Angles 6" X 4" X YY 
Flange Plates 14" 


Distance Center 
to Center of 
Bearings in 

Thickness of Flange 
Angles in Inches. 

Thickness of Flange Plate 
in Inches. 

Feet. 

3 

i 

5 

3 

7 

3 

i 

5 

3 

7 

i 


8 

2 

8 

4 

8 

8 

2 

8 

4 

8 

JL 

35 

100 

122 

143 

164 

183 

198 

215 

232 

249 

267 

284 

36 

97 

119 

139 

159 

178 

192 

209 

226 

242 

259 

276 

37 

95 

116 

136 

155 

173 

187 

203 

220 

236 

252 

269 

38 

92 

113 

132 

151 

169 

182 

198 

214 

230 

246 

261 

39 

90 

110 

129 

147 

165 

178 

193 

208 

224 

239 

255 

40 

87 

107 

125 

143 

160 

173 

188 

203 

218 

233 

248 

41 

86 

104 

122 

140 

157 

169 

184 

198 

213 

228 

242 

42 

83 

102 

119 

137 

153 

165 

179 

193 

208 

222 

237 

43 

81 

99 

117 

133 

149 

161 

175 

189 

203 

217 

231 

44 

79 

97 

114 

130 

146 

157 

171 

185 

198 

212 

226 

45 

78 

95 

111 

127 

143 

154 

167 

181 

194 

207 

221 

46 

76 

93 

109 

125 

140 

151 

164 

177 

190 

203 

216 

47 

74 

91 

107 

122 

137 

147 

160 

173 

186 

199 

211 

48 

73 

89 

105 

120 

134 

144 

157 

169 

182 

194 

207 

49 

71 

87 

102 

117 

131 

141 

154 

166 

178 

191 

203 

50 

70 

86 

100 

115 

128 

139 

151 

163 

175 

187 

199 

51 

69 

84 

98 

112 

126 

136 

148 

159 

171 

183 

195 

52 

67 

82 

96 

110 

123 

133 

145 

156 

168 

180 

191 

53 

66 

81 

95 

108 

121 

131 

142 

153 

165 

176 

187 

54 

65 

79 

93 

106 

119 

128 

139 

150 

162 

173 

184 

55 

64 

78 

91 

104 

117 

126 

137 

148 

159 

170 

181 

56 

62 

76 

90 

102 

115 

124 

134 

145 

156 

167 

177 

57 

61 

75 

88 

101 

113 

121 

132 

143 

153 

164 

174 

58 

60 

74 

86 

99 

111 

119 

130 

140 

150 

161 

171 

59 

59 

73 

85 

97 

109 

117 

128 

138 

148 

158 

168 

60 

58 

71 

84 

96 

107 

115 

125 

135 

145 

156 

166 

61 

57 

70 

82 

94 

105 

114 

123 

133 

143 

153 

163 

62 

56 

69 

81 

92 

103 

112 

121 

131 

141 

151 

160 

63 

55 

68 

80 

91 

102 

110 

119 

129 

138 

148 

158 

64 

55 

67 

78 

90 

100 

108 

118 

127 

136 

146 

155 

Weight per 












Foot in 

105.7 

121.3 

136.5 

150.9 

165.3 

192.5 

204.4 

216.3 

228.2 

240.1 

252.0 

Pounds. 





































































322 


CAMBRIA STEEL. 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 

POUNDS. 

The safe loads below include the weight of the girder and are calculated for 
a fibre stress of 15 000 pounds per square inch on the net section. The net 
section is obtained by deducting holes figured at one inch in diameter (for W 
rivets) from both flanges. 


Web Plate 42" X 3 A" 
Flange Angles 6" X 6" 


T T 
JL JL 


Web Plate 42" X 

Flange Angles 6" X 6" X % n 

Flange Plates 14" 


Distance Center 
to Center of 
Bearings in 
Feet. 

Thickness of 
Flange Angles 
in Inches. 

Thickness of Flange Plate 
in Inches. 


* 

t 

£ 

i 

t 

£ 

1 

1 

U 

35 

139 

164 

189 

240 

257 

275 

292 

309 


36 

135 

160 

184 

234 

250 

267 

284 

301 


37 

131 

155 

179 

227 

244 

260 

276 

293 


38 

128 

151 

174 

221 

237 

253 

269 

285 


39 

125 

148 

169 

216 

231 

247 

260 

278 

309 

40 

122 

144 

165 

210 

225 

240 

256 

271 

301 

41 

119 

140 

161 

205 

220 

235 

249 

264 

294 

42 

116 

137 

157 

200 

215 

229 

243 

258 

287 

43 

113 

134 

154 

195 

210 

224 

238 

252 

280 

44 

111 

131 

150 

191 

205 

219 

232 

246 

274 

45 

108 

128 

147 

187 

200 

214 

227 

241 

268 

46 

106 

125 

144 

183 

196 

209 

222 

235 

262 

47 

103 

122 

141 

179 

192 

205 

217 

230 

256 

48 

101 

120 

138 

175 

188 

200 

213 

226 

251 

49 

99 

117 

135 

172 

184 

196 

209 

221 

246 

50 

97 

115 

132 

168 

180 

192 

204 

217 

241 

51 

95 

113 

130 

165 

177 

189 

200 

212 

236 

52 

94 

111 

127 

162 

173 

185 

197 

208 

232 

53 

92 

109 

125 

159 

170 

181 

193 

204 

227 

54 

90 

107 

122 

156 

167 

178 

189 

201 

223 

55 

88 

105 

120 

153 

164 

175 

186 

197 

219 

56 

87 

103 

118 

150 

161 

172 

183 

193 

215 

57 

85 

101 

116 

147 

158 

169 

179 

190 

211 

58 

84 

99 

114 

145 

155 

166 

176 

187 

208 

59 

82 

98 

112 

142 

153 

163 

173 

184 

204 

60 

81 

96 

110 

140 

150 

160 

170 

180 

201 

61 

80 

94 

108 

138 

148 

158 

168 

178 

197 

62 

78 

93 

107 

136 

145 

155 

165 

175 

194 

63 

77 

91 

105 

133 

143 

153 

162 

172 

191 

64 

76 

90 

103 

131 

141 

150 

160 

169 

188 

Weight per 










Foot in 
Pounds. 

134.9 

153.3 

171.3 

224.7 

236.6 

248.5 

260.4 

272.3 

296.1 


Note. —When Flange plates are thicker than use two plates. 


























































CAMBRIA STEEL. 


323 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 

POUNDS. 

The safe loads below include the weight of the girder and are calculated 
for a fibre stress of 15 000 pounds per square inch on the net section. The 
net section is obtained by deducting holes figured at one inch in diameter 
(for y%" rivets) from both flanges. 


Web Plate 48" X Y% 
Flange Angles 6" X 4" 








Web Plate 48" X 3 A" 
Flange Angles 6" X 4" X 
Flange Plates 14" 


Distance Center 
to Center of 
Bearings in 
Feet. 

Thickness of Flange 
Angles in Inches. 

Thickness of Flange Plate 
in Inches. 

3 

8 

1 

2 

5 

8 

3 

4 

7 

8 

3 

8 

1 

2 

5 

8 

3 

4 

7 

8 

1 

35 

120 

146 

170 

194 

217 

233 

253 

273 

293 

312 

332 

36 

117 

142 

165 

189 

211 

227 

246 

265 

284 

303 

322 

37 

113 

138 

161 

183 

205 

220 

239 

258 

276 

295 

314 

38 

110 

134 

157 

179 

199 

215 

233 

251 

269 

287 

305 

39 

108 

131 

153 

174 

194 

209 

227 

245 

262 

280 

298 

40 

105 

127 

149 

170 

189 

204 

221 

238 

256 

273 

290 

41 

102 

124 

145 

166 

185 

199 

216 

233 

249 

266 

283 

42 

100 

121 

142 

162 

180 

194 

211 

227 

243 

260 

276 

43 

98 

119 

139 

158 

176 

190 

206 

222 

238 

254 

270 

44 

95 

116 

135 

154 

172 

185 

201 

217 

232 

248 

264 

45 

93 

113 

132 

151 

168 

181 

197 

212 

227 

243 

258 

46 

91 

111 

130 

148 

165 

177 

192 

207 

222 

237 

252 

47 

89 

108 

127 

144 

161 

174 

188 

203 

218 

232 

247 

48 

87 

106 

124 

141 

158 

170 

184 

199 

213 

227 

242 

49 

86 

104 

122 

138 

156 

166 

181 

195 

209 

223 

237 

50 

84 

102 

119 

136 

152 

163 

177 

191 

205 

218 

232 

51 

82 

100 

117 

133 

149 

160 

174 

187 

201 

214 

228 

52 

81 

98 

115 

131 

146 

157 

170 

183 

197 

210 

223 

53 

79 

96 

112 

128 

143 

154 

167 

180 

193 

206 

219 

54 

78 

94 

110 

126 

140 

151 

164 

177 

189 

202 

215 

55 

76 

93 

108 

123 

138 

148 

161 

173 

186 

198 

211 

56 

75 

91 

106 

121 

135 

146 

158 

170 

182 

195 

207 

57 

74 

89 

104 

119 

133 

143 

155 

167 

179 

192 

204 

58 

72 

88 

103 

117 

131 

141 

153 

164 

176 

188 

200 

59 

71 

86 

101 

115 

128 

138 

150 

162 

173 

185 

197 

60 

70 

85 

99 

113 

126 

136 

147 

159 

170 

182 

193 

61 

69 

84 

98 

111 

124 

134 

145 

156 

168 

179 

190 

62 

68 

82 

96 

109 

122 

132 

143 

154 

165 

176 

187 

63 

67 

81 

95 

108 

120 

129 

140 

151 

162 

173 

184 

64 

66 

80 

93 

106 

118 

127 

138 

149 

160 

171 

181 

Weight per 
Foot in 

113.3 

128.9 

144.1 

158.5 

172.9 

200.1 

212.0 

223.9 

235.8 

247.7 

259.6 

Pounds. 

































































324 


CAMBRIA STEEL. 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 

POUNDS. 

The safe loads below include the weight of the girder and are calculated for 
a fibre stress of 15 000 pounds per square inch on the net section. The net 
section is obtained by deducting holes figured at one inch in diameter (for 
rivets) from both flanges. 


Web Plate 48" X Vs" 
Flange Angles 6" X 6" 


TT 


tp Web P ate 48" X 3 A" 


JL.Jk 

■■ U 1 


Flange Angles 6" X 6" X W 
Flange Plates 14" 


Distance Center 
to Center of 
Bearings in 
Feet. 

Thickness of 
Flange Angles 
in Inches. 


Thickness of Flange Plate 
in laches. 

h 

f 

f 

h 

f 

i 

i 

1 

U 

35 

166 

195 

224 

283 

303 

322 

342 

362 


36 

161 

190 

218 

275 

294 

313 

333 

352 


37 

157 

185 

212 

267 

286 

305 

324 

342 


38 

153 

180 

206 

260 

279 

297 

315 

333 


39 

149 

175 

201 

254 

272 

289 

307 

325 

361 

40 

145 

171 

196 

247 

265 

282 

299 

317 

352 

41 

141 

167 

191 

241 

258 

275 

292 

‘ 309 

343! 

42 

138 

163 

187 

236 

252 

269 

285 

302 

335 

43 

135 

159 

182 

230 

246 

263 

279 

295 

327 

44 

132 

155 

178 

225 

241 

256 

272 

288 

320 

45 

129 

152 

174 

220 

235 

251 

266 

282 

312 

46 

126 

149 

170 

215 

230 

245 

260 

275 

306 

47 

123 

145 

167 

211 

225 

240 

255 

270 

299 

48 

121 

142 

163 

206 

221 

235 

249 

264 

293 

49 

118 

140 

160 

202 

216 

230 

244 

259 

287 

50 

116 

137 

157 

198 

212 

226 

240 

253 

281 

51 

114 

134 

154 

194 

208 

221 

235 

248 

276 

52 

112 

131 

151 

190 

204 

217 

230 

244 

270 

53 

109 

129 

148 

187 

200 

213 

226 

239 

265 

54 

107 

127 

145 

183 

196 

209 

222 

235 

260 

55 

105 

124 

142 

180 

193 

205 

218 

230 

256 

56 

104 

122 

140 

177 

189 

201 

214 

226 

251 

57 

102 

120 

137 

174 

186 

198 

210 

222 

247 

58 

100 

118 

135 

171 

183 

195 

206 

218 

242 

59 

98 

116 

133 

168 

179 

191 

203 

215 

238 

60 

97 

114 

131 

165 

176 

188 

200 

211 

234 

61 

95 

112 

128 

162 

174 

185 

196 

208 

231 

62 

94 

110 

126 

160 

171 

182 

193 

204 

227 

63 

92 

109 

124 

157 

168 

179 

190 

201 

223 

64 

91 

107 

122 

155 

165 

176 

187 

198 

220 

Weight per 










Foot in 
Pounds. 

142.5 

160.9 

178.9 

232.3 

244.2 

256.2 

268 

279.9 

303.7 



















































CAMBRIA STEEL. 325 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 

POUNDS. 

The safe loads below include the weight of the girder and are calculated 
fora fibre stress of 15 000 pounds per square inch on the net section. The 
^. et section is obtained by deducting holes figured at one inch in diameter 
(for >6" rivets) from both flanges. 


Web Plate 60" X Vs" 
Flange Angles 6" X 4" 


Distance Center 
to Center of 
Bearings in 
Feet. 

Thickness of Flange 
Angles in Inches. 

Thickness of Flange Plate 
in Inches. 

3 

8 

1 

2 

5 

8 

3 

4 

7 

8 

3 

8 

1 

2 

5 

8 

3 

4 

7 

8 

1 

40 

143 

172 

199 

226 

251 

269 

291 

312 

334 

356 

377 

41 

140 

168 

195 

220 

245 

262 

284 

305 

326 

347 

368 

42 

137 

164 

190 

215 

239 

256 

277 

297 

318 

339 

359 

43 

133 

161 

186 

210 

234 

250 

270 

290 

311 

331 

351 

44 

130 

156 

181 

205 

228 

244 

264 

284 

304 

323 

343 

45 

127 

153 

177 

201 

223 

239 

258 

277 

297 

316 

335 

46 

125 

149 

173 

196 

218 

234 

253 

271 

290 

309 

328 

47 

122 

146 

170 

192 

214 

229 

247 

266 

284 

303 

321 

48 

120 

143 

166 

188 

209 

224 

242 

260 

278 

296 

314 

49 

117 

140 

163 

184 

205 

220 

237 

255 

273 

290 

308 

50 

115 

138 

160 

181 

201 

215 

233 

250 

267 

285 

302 

51 

112 

135 

156 

177 

197 

211 

228 

245 

262 

279 

296 

52 

110 

132 

153 

174 

193 

207 

224 

240 

257 

274 

290 

53 

108 

130 

150 

171 

190 

203 

219 

236 

252 

268 

285 

54 

106 

127 

148 

167 

186 

200 

215 

231 

247 

263 

280 

55 

104 

125 

145 

164 

183 

196 

211 

227 

243 

259 

274 

56 

102 

123 

142 

161 

179 

192 

208 

223 

238 

254 

270 

57 

101 

121 

140 

159 

176 

189 

204 

219 

234 

250 

265 

58 

99 

119 

138 

156 

173 

185 

200 

215 

*230 

245 

260 

59 

97 

117 

135 

153 

170 

182 

197 

212 

226 

241 

256 

60 

96 

115 

133 

151 

167 

179 

194 

208 

223 

237 

252 

61 

94 

113 

131 

148 

165 

176 

191 

205 

219 

233 

247 

62 

92 

111 

129 

146 

162 

173 

187 

201 

215 

229 

243 

63 

91 

109 

127 

143 

159 

171 

185 

198 

212 

226 

240 

64 

90 

107 

125 

141 

157 

168 

182 

195 

209 

222 

236 

65 

88 

106 

123 

139 

155 

165 

179 

191 

205 

220 

232 

66 

87 

104 

121 

137 

152 

163 

176 

189 

202 

216 

229 

67 

86 

103 

119 

135 

150 

160 

173 

186 

199 

213 

225 

68 

84 

101 

117 

133 

148 

158 

171 

184 

196 

210 

222 

69 

83 

100 

116 

131 

146 

156 

168 

181 

194 

207 

219 

70 

82 

98 

114 

129 

143 

154 

166 

178 

191 

204 

216 


Weight per 

1 1 



215.4 






Foot in 
Pounds. 

128.6 144.2 159.4 

173.8 

188.2 

227.3 

239.2 

251.1 

263.0 

274.9 







Web Plate 60" X Vs" 

Flange Angles 6" X 4" X H" 
Flange Plates 14" 





























































326 


CAMBRIA STEEL. 


SAFE UNIFORMLY DISTRIBUTED LOADS FOR 
PLATE GIRDERS IN THOUSANDS OF 
POUNDS. 

The safe loads below include the weight of the girder and are calculated 
for a fibre stress of 15 000 pounds per square inch on the net section. The 
net section is obtained by deducting holes figured at one inch in diameter 
(for W rivets) from both flanges. 


Web Plate 60" X 
Flange Angles 6" X 6" 


r FF 


JL 


Ik 


Web Plate 60" X Vs 
Flange Angles 6" X 6" X Z A” 
Flange Plates 14" 


Distance Center 
to Center of 
Bearings in 
Feet. 

Thickness of Flange 
Angles in Inches. 

Thickness of Flange Plate 
in Inches. 

t • 

3 

8 

X 

2 

5 

8 

3 

4 

7 

8 

1 

2 

5 

8 

3 

4 

7 

8 

1 

H 

40 

160 

194 

227 

259 

290 

323 

345 

366 

388 

410 

453 

41 

157 

190 

222 

253 

283 

316 

336 

357 

379 

400 

442 

42 

153 

185 

217 

247 

276 

308 

328 

349 

370 

390 

431 

43 

149 

181 

212 

241 

270 

301 

321 

341 

361 

381 

421 

44 

146 

177 

207 

236 

264 

294 

314 

333 

353 

372 

412 

45 

143 

173 

202 

230 

258 

287 

307 

326 

345 

364 

403 

46 

140 

169 

198 

225 

252 

281 

300 

319 

338 

356 

394 

47 

137 

165 

194 

221 

247 

275 

294 

312 

330 

349 

385 

48 

134 

162 

190 

216 

242 

269 

287 

305 

323 

341 

377 

49 

131 

159 

186 

212 

237 

264 

282 

299 

317 

334 

370 

50 

128 

156 

182 

207 

232 

259 

276 

293 

311 

328 

362 

51 

126 

152 

178 

203 

227 

254 

270 

287 

304 

321 

355 

52 

123 

150 

175 

199 

223 

249 

265 

282 

298 

315 

348 

53 

121 

147 

172 

196 

219 

244 

260 

277 

293 

309 

342 

54 

119 

144 

168 

192 

215 

240 

255 

271 

287 

303 

335 

55 

117 

141 

165 

188 

211 

235 

251 

266 

282 

298 

329 

56 

115 

139 

162 

185 

207 

231 

246 

262 

277 

293 

323 

57 

1J3 

136 

160 

182 

203 

227 

242 

257 

272 

287 

318 

58 

ill 

134 

157 

179 

200 

223 

238 

253 

268 

282 

312 

59 

109 

132 

154 

176 

197 

219 

234 

248 

263 

278 

307 

60 

107 

130 

152 

173 

193 

216 

230 

244 

259 

273 

302 

61 

105 

127 

149 

170 

190 

212 

226 

240 

254 

269 

297 

62 

103 

125 

147 

167 

187 

209 

222 

236 

250 

264 

292 

63 

102 

123 

144 

165 

184 

205 

219 

232 

246 

260 

288 

64 

100 

121 

142 

162 

181 

202 

216 

229 

243 

256 

283 

65 

99 

120 

140 

159 

178 

199 

212 

225 

239 

252 

279 

66 

97 

118 

138 

157 

176 

196 

209 

222 

235 

248 

274 

67 

96 

116 

136 

155 

173 

193 

206 

219 

232 

245 

270 

68 

94 

114 

134 

152 

171 

190 

203 

215 

228 

241 

267 

69 

93 

113 

132 

150 

168 

187 

200 

212 

225 

237 

263 

70 

92 

111 

130 

148 

166 

185 

197 

209 

222 

234 

259 

Weight per 












Foot in 

139.0 

157.8 

176.2 

194.2 

211.8 

247.7 

259.6 

271.5 

283.4 

295.3 

319.1 

Pounds. 



































































CAMBRIA STEEL. 


327 


GRILLAGE BEAMS FOR FOUNDATIONS. 

In designing foundations for walls or columns carrying heavy loads resting upon 
the soil, it is necessary to distribute the weight over a suitable area, and this is 
readily accomplished, in a small depth, by using a grillage composed of steel beams 
imbedded in concrete, thus obviating the necessity of large masses of masonry and 
deep excavations. For heavy loads on soil of small bearing power three tiers of 
beams may be necessary, while for lighter loads and soil of greater bearing power 
two tiers of beams will ordinarily suffice. 

The grillage beams which are to be surrounded by concrete should be spaced not 
less than 3" apart in the clear between the flanges, so that the concrete may be thor¬ 
oughly rammed between them, and gas-pipe, or standard cast-iron separators should 
be used to maintain the beams in proper position. 

Knowing the total weight to be carried and the allowable intensity of loading per 
square foot of the supporting soil, the area of the footing required can be readily 
found, which, taken into consideration with any other conditions limiting the form or 
proportions of the footing, will determine the external dimensions of the foundation. 
The beams may be considered as subjected to a uniform load extending over a por¬ 
tion of their upper surfaces, the center of which is at the center of length of the 
beams, and as being uniformly supported from below throughout their length. 

Under these circumstances, the maximum bending moment will occur at the 
center of the beam and, using the notation given for the upper tier in the sketch 
below, this bending moment for one beam will be as follows : 

W 

Bending moment in inch pounds = —■ (c — b) 

o 

in which c and b are expressed in inches and W is the total weight in pounds on 
one beam, obtained by dividing the total load by the number of beams composing 
the tier in question. 

This formula for the bending moment is the same as that for a beam of the length 
(c — b) supported at the ends and uniformly loaded with the total weight W, so 
that the proper sizes of beams, bending considered, may be obtained directly from 
the tables of safe loads uniformly distributed for Cambria I-Beams, on pages 106 to 117 
inclusive, or for cases in which the lengths are shorter than those given in these 
tables, the sizes may be calculated from the coefficients of strength or the section 
moduli given in the tables of properties of I-Beams, pagesl82 to 185 inclusive, tak¬ 
ing care, however, to use as the length, the distance (c — b), for the upper tier, and 
the corresponding figures for the other tiers. 

After determining the size of beam required based upon bending, as stated above, 
an examination should also be made of the capacity of the beam web to resist buck¬ 
ling. This may be done by considering the web as a column of height equal to the 
clear distance between the fillets and calculating the safe load therefor by the use of 
the tables of strength for steel columns or struts, on pages 218 to 221, using the 
proper safety factor. 

If the beam web is found insufficient as a column when calculated in this manner, 
a beam with a web of greater thickness should be tried until one is found that will 
meet this requirement and the conditions for bending; or it might be more economi¬ 
cal, in some cases, to use the beam with the thinner web and provide it with suffi¬ 
cient separators, fitting between the beam flanges, or stiffeners secured to the web to 
assist it in resisting as a column. 



4 

IT 

i i 

1 i 

1 i 

1 i 
-L-L 


(d — 

a 


□ Q 

a □ 


a a | 

□ a 2 

IIIIIIIIIIII 


















































































































I 


328 


CAMBRIA STEEL. 


EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. 

Live Loads for Floors in Different Classes of Buildings, Exclusive of 
the Weight of the Materials of Construction. 


(Revised to 1917.) 


Pounds per Square Foot. 


No. 


1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 


City. 


Dwell's, Apart¬ 
ments, Hotels, 
Tenements 
or Lodgings. 


Atlanta. 
Baltimore. 

Boston. 

Buffalo. 

Chicago. 
Cincinnati. 
Cleveland. 

Denver. 

Detroit. 

Hartford. 

Jersey City... 

Los Angeles... 

Louisville. 

Milwaukee.... 

Minneapolis... 
Newark, N. J. 

New Haven... 

New Orleans.. 

New York... . 
Philadelphia.. 

Pittsburgh.... 

Portland, Ore. .. . 

Providence. 

Rochester.. 

St. Louis. 

St. Paul. 

San Francisco.. 

Seattle. 

Syracuse. 

Washington. 

Worcester, Mass.. 


75(b) 

40 

60 


Office Buildings. 

Schools or 

Buildings for 

First 

Floor. 

Upper 

Floors. 

Places of 
Instruction. 

Public 

Assembly. 

150 

75 

75 

90 

150 

75 

75 

75(a), 125 

100 

100 

/125(c) 

1 60 

125 

70 

70 

100 

100 

50 

50 

75 

100 

100 

50 

60 

100 

125 

80 

{ 

80(a) 

125 


125(c) 

100 

70 

70 

50(a) 


80(a) 

120(f) 

125 

75 

/ 100(c) 

\ 75 


80(a) 

100 

100 

100 


120 

150 

75 

75 

90 

75 

75 


125 

150 

75 

75 

100 

80 

40 

{ 

40 

60 

1 

80 

50(a) 

100 

75 

100 

125 

150 

75 

75 

90 



75 

110 

70 

70 

\ 

125(c) 

60 

125 

60 

60 


75 

100 

100 

100 


120 

70 

70 

70 

125 

100 

60 


80(c) 

60 

/ 80(a) 
\100 

150 

75 


(125(c) 

60 

25 

70 

70 

70 

70 

150 

70 

100 

100 

125 

60 


125(c) 

60 

125 

60 


60 


1125(c) 


f 75(a) 



l 75(a) 


1125(c) 

125 


50 


1100(c) 


f 75(a) 



i 75 


,100 

/100(g) 


100(g) 


r 90(c) 


/ 80(a) 

\ 75 


75 

l 75 


100 

/110(g) 

\ 75 


(110(g) 

75 

75 

110 

125 

75 

75 

125 


(a) Where seats are fixed; (b) Public rooms exceeding 500 sq. ft. area; 
(c) Assembly rooms; (d) Occupied by less than 25 persons; (e) Sleeping 
accommodations for 20 or more persons; (f) First floor—Hotels, Tenements 
and Lodging Houses; (g) Rooms and spaces for public use or common use of 
tenants; (h) Tenement Houses and Hotels. 



























































CAMBRIA STEEL. 


329 


EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. 

Live Loads for Floors in Different Classes of Buildings, Exclusive of 
the Weight of the Materials of Construction. 

(Revised to 1917.) Pounds per Square Foot. 


Stables 

or 

Carriage 

Houses. 


Garages. 


Ord. Stores, 
Light Manu¬ 
facturing, 
Light Storage. 


Stores (Heavy 
Materials,) 
Warehouses, 
Factories. 


Roofs. 


Slope 

< 20 °. 


Slope 

> 20 °. 


Side¬ 

walks. 


No. 


75 

100 


40 (n) 

40 (o) 
100 
75 

80 


60(p) 

80 


75 


100 

80 

85 

75 


120 


80 


50(n) 

100 


85 

75 

75 

80 


125 


J 40(o) 

l 100 


100 

150(q) 


60(p) 

80 


100 

80 

100 


120 


50 (n) 
100 


125 

125 


125-175 


120 

125 

125 

120 

100 

100 

125(a) 

100 

150 


125(q) 
130(r), 100 
125 
120 

150 


100 

100 

120 

120 

125 

120 

120 

125 

125(q) 

100 

125 

100 

150 

100 

125 

125 

125 

110 

125 


150 

250(k), 175 
250 

150 

100 

150 

200 

150 

200(s) 
175 
125 
150 

150 
150 


150 

150 

200 

120 

150 

200 

200 

250 

200 

150 

200 

250 


200 

150 

200 


40(i) 

40(i) 

40(m) 

40(j) 

25 (j) 
25 (j) 
35(m) 

40 

40 

50(i) 

50(i) 

/ 20(v)(u) 
\ 30 

40 

30 

30(i) 

50(i) 

40(i) 

30(m) 

40 

30 

J 50(j) 

\ 40(m) 

40 

40(m) 

40(j) 

40(m) 

30(j) 

30(i) 

40(j) 

40 

25(i) 

50(i) 


30(j) 

20(j) (1) 


40Q) 

25 (j) 
25(j) 
30(0 

20 

40 

50(i) 

300) 

20(v)(u) 

30 

300) 

30 

30(0 

30(j) 

40(i) 


300) 

30 

500) 

40 


400) 


30(j) 

200 ) 

40(j) 

40 

25(0 


300) 


200 

200 


300 

200 


250 


300 


300 

150 

300(j) 
300 


300 

300 


300 


300 

150 


250 


300 


1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 


(TTPer square foot of surface; (j) Per square foot, measured horizontally; 

Heavy storage; (1) Where used for public assembly or special purpose 
use same'load as floors; (m) Flat; (n) Private; (o) Ground area less than 
500 so ft • (p) Small; (q) 1st floor; (r) Light storage and manufacturing; 
(s) Heavy Merchandise storage; (t) Hotel corridors; (u) Dwellings; (v) 
Sheds and outbuildings. 

































































330 


CAMBRIA STEEL. 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR STEEL AND IRON. 
(Revised to 1917.) Pounds per Square Inch. 


Tension. 


No. 


City. 


1 

2 

3 

4 


Atlanta. . 
Baltimore 
Boston... 
Buffalo... 


Rolled 

Steel. 


16 000 
16 000 
16 000 
16 000 


Cast 

SteeL 


16 000 
16 000 
16 000 
16 000 


Wrought Cast 

Iron. Iron. 


*12 000 
12 000 
12 000 
12 000 


3 000 
5 000 


3 000 


5 

6 

7 

8 


Chicago.. 
Cincinnati 
Cleveland 
Denver 


16 000 
16 000 
16 000 
16 000 


16 000 
16 000 


16 000 


12 000 
12 000 
12 000 
12 000 


'3 000 

3 666 ’ 


9 

jlO 

11 

12 


Detroit 


16 000(d) 


16 000(d) 


12 000 


3 000 


Hartford (f)... 
Jersey City... 
Los Angeles (e) 


16 000 


16 000 


12 000 


3 000 


13 

14 

15 

16 


Louisville.... 
Milwaukee... 
Minneapolis. 
Newark, N. J 


16 000 
16 000 
16 000 
16 000 


16 000 
16 000 
16 000 
16 000 


12 000 
12 000 
12 000 
12 000 


3 000 
3 000 


17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 


New Haven. 

New Orleans. 

New York. 

Philadelphia. 

Pittsburgh .. 

Portland, Ore. 

Providence(e). 

Rochester. 

St. Louis(f). 

St. Paul. 

San Francisco. 

Seattle. 

Syracuse. 

Washington. 

Worcester, Mass.. 


{ 


16 000 
16 000 
16 000 
14 500(c) 
16 250(d) 
16 000 
16 000 


16 000 
16 000 


16 000 


12 000 
12 000 


12 500 

12 000 
12 000 


3 000 
3 000 


3 000 


16 000 


16 000 


12 000 


3 000 


16 000 
16 000 
16 000 


16 000 
16 000 
16 000 


12 000 
12 000 
12 000 


3 000 


16 000 

16 000 
16 000 


10 000(b) 

16 000(a) . 

16 000 12 000 

16 000 12 000 


3 000 

3 000 
3 000 


(a) Annealed; (b) Not annealed; (c) Mild Steel; (d) Medium Steel; (e) 







































































CAMBRIA STEEL. 331 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR STEEL AND IRON. 
(Revised to 1917.) Pounds per Square Inch. 


Extreme Fibre Stress (Bending). 


Steel. 

Wrought Iron. 

Cast Iron. 

No. 

Rolled 

Beams. 

Rolled 
Pins, 
Rivets 
and Bolts. 

Riveted 

Beams 

Net Flange 
Section. 

Rolled 

Beams. 

Rolled 
Pins, 
Rivets 
and Bolts. 

Riveted 

Beams 

Net Flange 
Section. 

Compress¬ 

ion 

Side. 

Tension 

Side. 

16 000 
16 000 
16 000 
16 000 

16 000 
16 000 
16 000 
16 000 

16 000 

20 000 

20 000 

22 500 

14 000 

15 000 

12 000 

15 000 
15 000 
18 000 

12 000 

16 000 
16 000 
16 000 
13 000 

10 000 
16 000 

3 000 

5 000 

3 00 • 

3 000 

3 000 

3 000 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 

12 000 
12 000 

12 000 
12 000 


16 000 

12 000 

25 000 

24 000 

24 000 


16 000 

16 000 

16 000 

16 000 


12 000 


12 000 

12 000 


12 000 

12 000 











16 000 

20 000 

14 000 

12 000 

15 000 

12 000 

16 000 

3 000 

16 000 
16 000 
16 000 
16 000 

16 000 
16 000 
16 000 

20 000 

25 000 

15 000 


15 000 


16 000 
10 000 

3 000 

3 000 

12 000 
12 000 
12 000 

12 000 
12 000 


16 000 

14 000 

16 000 


12 000 

12 000 

12 000 

20 000 

20 000 

22 000 

20 000 

15 000 

15 000 
18 000 

16 000 

3 000 

16 000 
16 000 

3 000 

3 000 

3 750 

16 000 





16 000 
16 000 

24 000 

20 000 

16 000 

15 000 





12 000 

15 000 

12 000 

16 000 

3 000 

16 000 

20 000 

14 000 

12 000 

15 000 

12 000 

16 000 

3 000 

16 000 

16 000 

16 000 

16 000 

16 000 

16 000 

20 000 

14 000 

15 000 

16 000 

16 000 

14 000 

16 000 

12 000 

15 000 

12 000 

16 000 

3 000 

3 000 

3 000 

2 500 

3 000 

3 000 

24 000 

20 000 

20 000 

20 000 

12 000 


12 000 

10 000 

16 000 

16 000 
16 000 


12 000 
12 000 

15 000 
15 000 

12 000 

12 000 


Determined by the best modern practice; (f) Building Laws being revised, 1917. 





































































332 


CAMBRIA STEEL. 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR STEEL AND IRON. 
(Revised to 1917.) Pounds per Square Inch. 


No. 


1 

2 

3 

4 


6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 


26 

27 

28 


Compression. 


City. 


Atlanta... 
Baltimore. 
Boston.... 
Buffalo 


Chicago... 

Cincinnati. 
Cleveland.. 
Denver.... 


Detroit. 

Hartford(l)... 
Jersey City... 
Los Angeles(j) 

Louisville. .. 
Milwaukee .. 
Minneapolis. 
Newark, N. J 

New Haven. 
New Orleans. 
New York... 

Philadelphia. 

Pittsburgh... 

Portland, Ore 
Providence (jl 
Rochester... 
25 St. Louis(l).. 


St. Paul 
San Francisco 

Seattle 


29 Syracuse.... 

30 Washington. 

31 j Worcester... 


Rolled 

Steel. 

Cast 

Steel. 

Wrought 

Iron. 

Cast 

Iron 
(in short 
blocks). 

1 

Steel 
Pins and 
Rivets 

Bearing. 

Wrought 
Iron Pins 
and Rivets 

Bearing. 

16 000 

16 000 

16 000 

16 000 

16 000 . 
16 000 

12 000 

12 000 

12 000 

16 000 

16 000 

16 000 * 

15 000 

10 000(a) 

16 000 

20 000 

20 000 

18 000 

15 000 

/20 000(f) 
(25 000(s) 
20 000 

20 000 

18 000 

(15 000(f) 
\20 000(s) 

15 000 

15 000 

15 000 

15 000 

12 000(t) 
15 000 

12 000(t) 

14 000(a) 
16 000 

14 000(a) 

16 000 

16 000 

10 000(a) 

12 000 

12 000 


15 000 

(b) 

(b) 

(b) 

75% Steel 

16 000 

16 000 

12 000 

16 000 

20 000 

15 000 

16 000 

16 000 

12 000 

16 000 

20 000 

15 000 

12 000(a) 

12 000(a) 

10 000(a) 

8 000(a) 

20 000(k) 


16 000 

16 000 

12 000 

16 000 

18 000 

15 000 

16 000 

16 000 

12 000 

16 000 

20 000 

15 000 

16 000 


12 000 


20 000 

15 000 

16 000 


12 000 


18 000 

15 000 

16 000 

16 000 


16 000 

24 000 

15 000 

( 14 500(c) 


1 9 K00 

11 670 

(17 600(f) 

/14 400(f) 

(16 250(d) 



\22 000(s) 

(18 000(s) 

16 000 

16 000 

12 000 

12 000 

|20 000(f) 
(.24 000(s) 

20 000(t) 

16 000 

16 000 

12 000 

16 000 

20 000 

15 000 

16 000 

16 000 

12 000 

16 000 

20 000 

15 000 

16 000 

16 000 

12 000 

16 000 

20 000 

15 000 

16 000 

16 000 

12 000 

16 000 

20 000 


16 000 

16 000 

12 000 

10 000(a) 

(20 000(f) 
)24 000(s) 


16 000 

/10 000(g) 


HO 000(g) 

f 16 000(h) 



\ 16 000(e) 


(16 000 

|20 000 


16 000 

16 000 

12 000 

16 000 

20 000 

15 000 

16 000 

16 000 

12 000 

16 000 

20 000 

15 000 


(a) Based on gross section; (b) Based on values given by standard steel 
manufacturer’s handbook; (c) Mild steel; (d) Medium steel; (e) Annealed; 
(f) Held rivets; (g) Not annealed; (h) Field rivets driven by hand; 








































































CAMBRIA STEEL. 


333 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR STEEL AND IRON. 
(Revised to 1917.) Pounds per Square Inch. 

Shear. 


Steel. 

Wrought Iron. 










Cast 

Web 

Shop 

Rii; fits 

Field 

Field 

Web 

Shop 

R1Vftts 

Field 

Field 

Iron. 

Plates. 

and Pins. 

Rivets. 

Bolts. 

Plates. 

and Pins. 

Rivets. 

Bolts. 


9 000 

10 000 

8 000 

7 000 

6 000 

7 500 

6 000 

5 500 

3 000 

9 000 

10 000 

8 000 

7 000 

6 000 

7 500 

6 000 

5 500 

3 000 

10 000 

10 000 

10 000 

8 000 

9 000 

9 000 

9 000 

7 200 


7 000 

9 000 

8 000 


6 000 

7 500 

6 000 



10 000(a) 

12 000 

10 000 






O 

o 

o 

<N 

10 000 

10 000 

9 000 

7 500 

6 000 

6 000 

6 000 

6 000 

3 000 

10 000 

10 000 


6 000 






9 000 

10 000 

7 000 


6 000 

7 500 

5 000 



10 000 

10 000 

7 500 

6 000 





3 000 

9 000 

10 000 

10 000 

7 000 

6 000 

7 500 

6 000 

5 500 

3 000 

9 000 

10 000 

8 000 

8 000 


7 500 

6 000 

5 000 

2 500 

10 000 

10 000 

8 000 

7 000 





2 000(i) 

10 000 

9 000 

6 750 


6 000 

7 500 

6 000 


9 000 

10 000 

8 000 

7 000 

6 000 

7 500 

6 000 

5 500 

3 000 

10 000 

10 000 

8 000 


6 000 

7 500 

6 000 



10 000 

10 000 

10 000 

8 000 

9 000 

9 000 

9 000 

7 200 


10 000 

12 000 

8 000 

7 000 





3 000 

( 8 750(c) 

11 000 

8 800 


7 500 

9 000 

7 200 



\ 10 000(d) 









10 000 

12 000 

10 000 

10 000 






9 000 

10 000 

8 000 

7 000 

6 000 

7 500 

6 000 

5 500 

3 000 

9 000 

10 000 

8 000 

7 000 

6 000 

7 500 

6 000 

5 500 

3 000 

9 000 

10 000 

8 000 

7 000 

6 000 

7 500 

6 000 

5 500 

3 000 

9 000 

10 000 

8 000 


7 000 


6 000 



10 000(a) 

12 000 

10 000 






2 000(i) 

10 000 

10 000 

f 8 000(h) 

7 000 





2 000 

9 000 

10 000 

(10 000(k) 
8 000 

7 000 

6 000 

7 500 

6 000 

5 500 

3 000 

10 000 

10 000 

8 000 

7 000 

6 000 

7 500 

6 000 

5 500 

3 000 


No. 


1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 


(i) Brackets; (j) Based on best modern practice; (k) Power driven; (1)Build¬ 
ing Laws being revised, 1917; (s) Shop rivets; (t) Bearing on steel bolts. 







































































334 


CAMBRIA STEEL. 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 


ALLOWABLE UNIT STRESSES FOR STEEL AND IRON. 
(Revised to 1917.) Pounds per Square Inch. 




Columns. 



Steel. 


Cast Iron. 


Wrought Iron. 

No. 

City. 








Max. 


Max. 


Max. 




Formula. 

Length 

Formula. 

Length 

Formula. 

Length 




L = 


L= 


L= 

1 

Atlanta. 

(A) 

120 R 

(B) 

70 R 

(C) 

120 R 

2 

Baltimore... 

/Soft Steel (E) 
(Medium “ (F) 

120 R 

/<50R—10 000 
\> “ (G) 

60 R 


3 

Boston. 

(H) 

120 R 

(B) 

70 R 

(I) 


4 

Buffalo. 

/ <90 R-12 000 
l> “ (J) 

40 D 

(Round (M) 
(Rectangular (N) 

30 D 

/ <90 R-8 000 
\> “ (K) 

40 D 

5 

Chicago. 

/ (0) 

(14 000 max. 

120 R 

(Q) 

70‘R 

/ (P) 

(10 000 max. 


6 

Cincinnati... 

/ <70 R-13 000 
l> “ (J) 

180 R 

[Round (TV 
•j Rectangular (S) 
(Others (U) 

180 R 



7 

Cleveland(f). 

(f) 

120 R 

(f) 

30 D 

(f) 


8 

Denver. 

(J) 


(EE) 

30 D 

(K) 


9 

Detroit. 

/ <60 R-12 000 
l> “ (0)(b) 

44 D 

Round (T) 

30 D 

75% Steel 


10 

Hartford(e).. 






11 

Jersey City.. 

(A) 

120 R 

(B) 

70 R 

(C) 

120 R 

12 

LosAngeles(d) 




13 

Louisville.... 

/ < 70 R-13 000 
\> “ (CC) 

120 R 

( Round (T) 

•< Rectangular(S) 

120 R 



14 

Milwaukee... 


l Others (U) 



(J) 

120 R 


25 D 

(P) 

120 R 

15 

Minneapolis.. 

(J) 

40 D 

[Round (V) 
(Rectangular(W) 

30 D 

(K) 

40 D 

16 

Newark, N.J. 

(A) 

120 R 

(B) 

70 R 

(C) 

120 R 


L = Length in inches; R = Radius of Gyration in inches; D = Diameter 
or Least Dimension in inches. 


Formula:— 

(A) 15 200 — 58 ~ 

JK 

(B) 11 300 - 30^- 

JK 

(C) 14 000 — 80 

K 


(E) 

(F) 


14 000 
L2 

' 13 500 R2 

15 000 


14 


L2 

13 500 R2 


(G) 


11 000 


1 + 


L2 


(H) 


(I) 


1 + 


1 000 R2 
16 000 
L2 

'20 000 R2 

12 000 
L2 


20 000 R2 


(J) 17 100 - 57— 


(K) 10 600 - 30 


R 


(b) 85% for soft steel. 


(M) 

(N) 

(O) 

(P) 

(Q) 


14 000 


14 


L2 


14 


600 D2 

14 000 
" L2 


850 D2 


16 000 - 70 
12 000 - 60 
10 000 - 60 


L 

R 

L_ 

R 

L 

R 






























































CAMBRIA STEEL. 


335 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR STEEL AND IRON. 
(Revised to 1917.) Pounds per Square Inch. 


No. 


17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 


City 


New Haven.. 

New Orleans. 
New York... 

Philadelphia. 

Pittsburgh... 
Portland, Ore 
Providence... 
Rochester.... 
St. Louis . . . 
St.Paul. 

San Francisco 

Seattle. 

Syracuse. 

Washington.. 
Worcester.... 


Columns 


Steel 

Formula 

Max. 

Length 

L= 

12 500(c) 

(H) 

(O) 

(Mild Steel (X) 
(Med’m “ (Y) 
(GG)Max. 13000 
(A) 

; 40 D 
1120 R 
120 R 
120 R 

140 R 

120 R 
120 R 

(A) 

.(f). 

120 R 

(T) 

/ <30 R-12 000 
l > “ (DD) 

/ (O) 

\14 000 max. 
(A) 

(A) 

(A) 


120 R 

120 R 

120 R 
120 R 



Cast Iron 

Formula 

Max. 

Length 

L= 

13 330(c) 

20 D 

(B) 

(BB) 

70 R 
70 R 

(Z) 

20 D 

(HH) Max. 9000 

(B) 

70 R 
70 R 

(B) 

(II) 

(T) 

/Round (EE) 
(Rectangular(FF) 

70 R 
25 D 

20 D 

(Q) 

70 R 

(BB) 

(B) 

(BB) 

70 R 
70 R 



Wrought Iron 


Formula 


10 000(c) 

(I) 


(AA) 

' (C) ’ 
' (C) ' 


(P) 

'(C)' 


Max. 

Length 

L= 


I 40 D 
\120R 
120 R 


140 R 

120 R 
120 R 


120 R 


120 R 


L = Length in inches; R = Least Radius of 
Diameter or Least Dimension in inches. 


Gyration in inches; D = 


(S) 


Formulae (continued) 
10 000 


1 + 


L 2 


(T) 


1 067 D 2 
10 000 


1 + 


L 2 


(U) 


800 D 2 
10 000 


1 + 


L 2 


(V) 


6 400 R 2 
13 330 


1 + 


L 2 


(W). 


400 D 2 
13 330 


(X) 


(Y) 


(Z) 


(AA) 


14 500 


1 + 

L 2 

13 500 R 2 . 


16 250 

1 + 

L 2 

11 000 R 2 


11 670 

1 + 

L 2 

400 D 2 

12 500 

1 + 

L 2 

15 000 R 2 


(CC) 17 000-57 
(DD) 15 000-50 
(EE) - 


L 

R 

L 

R 


8 000 


1 + 


L 2 


FF) 


800 D 2 
8 000 


1 + 


L 2 


1 067 D 2 


1 + 


L 2 


500 D 2 


(BB) 9 000-40- — 
K. 


(c) Coefficients for use with Gordon’s Formula, 
practice, (e) Building Laws being revised, 1917. 


(GG) 19000-100 — 

JK 

(HH) 10500-50-^- 
K. 

(II) 11 100—220 

K. 

(d) Based on best modern 
(f) See Building Laws. 







































































336 


CAMBRIA STEEL. 




EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. 


Allowable Unit Stresses for Masonry and Building Materials. 

(Revised to 1917.) 




Pounds per Square Inch. 



Compression. 



Concrete. 

Rubble Stonework. 

No. 

City. 

w <z> •• 

•p a<M 
o ® ” 

T3 ^ - 

® •• 

g © •• 

<t> 

3 "3 ^ 

■"CS a> • • 
ca a CQ 

<X> 

Id 

CO • • 

g a.M 
g<S " 

erf 

T3 

g « £ 
53 a 

M s o 

<X> 

jljj 

| go 

la 

°d § 

® a h 

•*-i QZ> ^3 
>—3 

<X> ^2 

.a| 

1 

Atlanta. 

230 

208 

125 

111 

140 

111 

97 

70 

2 

Baltimore. . . 

400 

350 

125 

111 

125 

100 

70 

50 

3 

Boston. 

417 








4 

Buffalos. 

56 (a) 

56(a) 



70 




5 

Chicago. 

/400 (d) 
1350 (e) 

f350(d,f) 
(300 (e,f) 


150 

/200 (b) 
(100 (c) 



/120 (b) 
l 60 (c) 






6 

Cincinnati... 

908 

208 



167 

m 


83 

7 

Cleveland.... 

400 

350(h) 

139 




8 

9 

56 




167 


56-111 

Detroit. 

417 

417 

111 

111 

139 

111 

J 83 
l 97(g) 

70 

10 

11 

Hartford.... 
Jersey City.. 

153 

153 






230 

278(a) 

208 

278(a) 

125 

111 

140 

111 

97 

70 

12 

13 

14 

Los Angeles.. 




167 



Milwaukee.. 

Minneapolis . 

400 

/ 500(i) 
\ 300 

I 250(k) 
(300(f) 

208(h) 

111 

83 

175 

167 

125 

125 

97 

111 

90 

83 

15 



16 

17 

18 

19 

20 
21 

22 

Newark, N. J. 
New Haven.. 

New Orleans 

230 

208(a) 

208 

208(a) 

125 

111 

140 

111 

97 

70 







New York 

500 

400(f) 

208 

210 

150(f) 

140 

110 

100 


Philadelphia. 
Pittsburgh (j). 

208 

139 

111 

70 




Portland,Ore. 

347 

27S(k)’ 



/ 208(b) 


J 167(b) 

/ 139(b) 

1 83(c) 



( 167(c) 

/ 125(b) 
1 97(c) 

1 139(c) 

23 

Providence .. 

222 

195 

111 

83 

/ 139(c) 
\ 153(b) 

( 97(b) 

1 70(c) 

j 83(b) 
l 56(c) 

24 

Rochester... 

230 

208 

125 

111 

140 

111 

97 

70 

25 

St. Louis. 

250(h) 

500 








26 

St. Paul. 

400 

125 

111 

200 

100 

125(g) 

80 

27 

San Francisco 

277 

277 







28 

Seattle. 

400 

350(f) 



j 200(b) 

( 100(c) 



/120(b) 







l 60(c) 

29 

Syracuse.. .. 
Washington.. 

400 

300 

100 

80 

110 




30 

400 

320 

125 

111 

140 

111 

97 

70 

31 

Worcester.... 

278 

208(k) 

111 

111 

139 

111 

97 

7ft 

(a) Foundations; (b) Coursed; (c) Ordinary; (d) Machine-mixed: (e) Hand- 

mixed; (f) 1 :5; (g) Portland Cement Mortar; (h) 1:3: 

5: (i) 300 where 

height is 12 diameters; 

500 for 5 diameters 

or under; intermediate heights. 

intermediate values; (j) Based on best modern practice; (k) 1 

: 3 : 6. 

























































































CAMBRIA STEEL. 337 


EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. 

Allowable Unit Stresses on Masonry and Building Materials. 
(Revised to 1917.) Pounds per Square Inch. 


Brickwork 


•~CS 

a ® co 

Cd S -r—i 

i aS 


IS 


3 

a 

<X> *i 

II- 


250 

250 

/278 q 
1250 r 

167 q 

/350 v 
\175 u 

250 

200 

125 

208 

208 t 

250 

208 
250 
/180 
(250 t 

208 

250 

208 
/ 250q 
\ 167 u 

250 

208 


^3 tnco 
fl O^- 

o 

§ | £ 


208 

208 



160 

160 

J167 q 
(139 r 


208 

208 

208 
167 
/139 
1160 


208 


210 


125 


150 


J153g 
1125 
160 

160 


111 

160 

160 

160 


160 

167 


[ 167 u 
I222v 
1181 u 
1222 v 



250 

250 

208 



Compression 


Lime 

Mortar 1 

1:4 

Granites 
(per Test) 

Greenwich 

Stone 

Gneiss 

Limestone 

(per Test) 

Marble 

(per Test) 

Sandstone 

(per Test) 

Bluestone 

Hard-burned 

, Brick .flatwise 

Slate 

No. 

111 

111(1) 

lllqp 
97r p 
83 t 
42 u 

100 

111 

100 

40 

97 

111 t 

111 

111 

111 

83 

.120 t 

111 

111 

111 

125 q 
83 u 

110 

111 

11000- 

\2400 

iiooo- 

12400 

833 

.... 

1200 

1 700- 
(2300 

1000 

556 

/ 600- 
11200 

11000- 
(2000 

556 

/ 400- 
(1600 

400 n 

417 

2000 

1500 

m 

300 

1000 

1 

2 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 
21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 










600 
r iooo- 

(2400 

1000 

560 





400 

f 400- 
(1600 
400 
167 













600 



























11000- 

(2400 

... . 

1200 

( 700- 
(2300 

1 600- 
(1200 

/ 400- 
(1600 

2000 

300 

1000 




























r iooo- 

(2400 

.... 

1200 

j 700- 
(2300 

1 600- 
(1200 

/ 400- 
(1600 

2000 

300 

1000 

830 

1000 



550 

700 

550 

600 

415 

400 




1200 

1000 

2000 


1000 









111 u 
139 v 
83 u 
L m v 

111 

120 

111 

97 

100 

110 

111 

111 


















J1000- 

(2400 

1200 

.... 

11300 
( w, X 

/ 600- 
(1200 

/ 400- 
(1600 

. .. . 

300 

1000 

/1000- 
12000 
389y 

800y 

/1000- 
(2400 

U 

u 



1 700- 
(2300 

/ 600- 
(1200 

/ 400- 
(1600 

. .. . 

/150- 
(300 

.... 





400 

1 700- 
(2300 

U 

u 


J 235- 
( 350 
f 400- 

(1600 

u 

u 




1200 

1200 

1300 

1300 

1200 

j 600- 

(1200 

U 

a 

2000 

2000 

2000 

300 

'300 

1000 

1000 

1000 


(1) Mortar 1 : 3; (m) Falls Road Stone; (n) Cement Stone; (o) Mortar 1: 2; 
(p) Mortar 1 :6; (q) Hard-burned Brick—first-class work; (r) Same—Ordi- 
nary work; (t) Hard-burned Brick; (u) Common Brick; (v) Higher values for 
special Brick; (w) Local; (x)Medina—2000; (y) Granite Masonry. 

















































































338 CAMBRIA STEEL. 


EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. 

Allowable Unit Stresses for Masonry, Etc. 

(Revised to 1917.)_ Pounds per Square Inch 





Extreme Fibre 

Stress (Bending). 


No. 

City. 

Granite. 

Greenwich 

Stone. 

Gneiss. 

Limestone. 

Slate. 

Marble. 

it 

Atlanta, Newark 
Jersey City. 

J 180 


150 

150 

400 

120 

31 

Worcester. 


2 

Baltimore. 

‘ 180 

150 


150 

400 

120 

6 

Cincinnati. 

50 


14 

Milwaukee. 






24 

Rochester. 

180 



150(b) 

150 

400 

120 

26 

St. Paul. 

180 



400 

120 

29 

Syracuse. 

180 

150 

150 

150 

400 

120 



Safe Bearing Capacity of Soils, Etc. 
Tons per Square Foot. 





Ordinary 
Clay and 
Sand, in 
Layers, 
Wet and 
Springy. 

Loam, 
Clay or 
Fine Sand, 
Firm and 
Dry. 

Very Firm 
Coarse 
Sand, Stiff 
Gravel or 
Hard Clay 

Piers of Stone, Brick and Con¬ 

crete in Caissons. 

No. 

City. 

Soft 

Clay. 

* Carried 
down to 
Rock. 

Carried 
down to 
Firm 
Gravel or 
Hard Clay. 

Open Cais¬ 
sons or 
Sheet Pile 
Trenches, 
to Rock. 

1 

Atlanta. 

1 

2 

2-3 

3-4 

15 

8-10 

8 

2 

Baltimore. 

1 

2 

3 

6(a),4 

20-24 

12-18(d) 

3 

Boston. 




4 

Buffalo. 




3K 

1K-2K 
8(c), 5 
3-8 




5 

Chicago. 


IK 

1-2 

1K-2K 

4 




6 

Cincinnati. 

1 




7 

Cleveland. 

1 

IK 

1-2 

2-4 

10(h) 



8 

Denver. 

K(g).i 

3 

4.8(d) 

4 



9 

Detroit. 

2 

3 




11 

12 

Jersey City. 

Los Angeles. 

l 

1-3 

2 

1 e 

3 

2-4 

4 

4 

15 

10 

8 

13 

Louisville. 

2 K 

3 

4 




14 

Milwaukee. 

{ ^1^ 

1 

2 

( 4-5(c) 
6(d) 

i 20(h) 

4 




15 

Minneapolis.... 

2 

3 




16 

17 

Newark, N. J.. . 
New Haven. 

1 

2 

3 

4 

4(f) 

15 

10 

8 

18 

New Orleans.... 

0.7 






19 

New York. 

1 

2 

3-4 

4-6 

8-40 



20 

Philadelphia. .. . 




6(c), 3K 



21 

Pittsburgh. 







22 

Portland, Ore... 

/ K(g) 
1 IK 

3 

4 

8(c) 










23 

Providence. 

j K(g) 

l 

2-3 

2-5 

4-10(c) 

10(c), 6 
6(a), 4 
6(a), 4 

25-50(h) 

15 


10-15(d) 

8 

24 

Rochester. 

2 

3 

10 

26 

St. Paul. 

l 

2 

3 

27 

San Francisco... 

l 

2 

3 

20(h) 


10(d) 

28 

Seattle. 

1 

2 

2K 

3 

1 8(c) 
l 3K-5 
4 


29 

Syracuse. 

1 

2 




30 

Washington. 

l 

2 

3 

4 





(a) Coarse Gravel; (b) Local; (c) Well cemented; (d) Bearing—Hardpan 
or Hard Shale rock unexposed to air, frost and water; (e) Sandy loam; (f) 
Good, solid, natural earth: (g) Quicksand or alluvial soil; (h) Bearing—Very 
hard, native bed rock. 





































































































CAMBRIA STEEL. 339 


EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. 

Allowable Unit Stresses for Masonry, Etc. 

(Revised to 1917.)_ Pounds per Square Inch. 


Extreme Fibre Stress (Bending). 


Sand- 

Blue- 

Portland Concrete. 

Rosendale Concrete. 

Brick— I Brickwork 

No. 

stone. 

stone. 

1: 2 : 4. | 1:2:5. 

1: 2 : 4. | 1:2:5. 

Hardburnedl in Cement. 



100 

100 

300 

30 

20 

16 

10 

50 

o 

CO 

1,1 

11 

31 

2 

50 








6 



35 

25(k)30(l) 





14 

100(j) 

300 

30 

'20 

16 

10 

50 (i) 

30 

24 

100 


30 

20 

16 

10 

50(i) 

30 

26 

100 

300 







29 


Allowable Safe Loads and Sizes for Wooden Piles. 


Spacing 

Minimum Diameter. 

Safe Load—Tons. 

Concrete Capping. 

No. 

Maxi¬ 

mum 

C. to C. 
in 

inches. 

Mini¬ 

mum 

C. to C. 
in 

inches. 

Of 

Small 

End. 

Inches. 

Of Butt. 
Lengths 
= < 20ft. 
Inches. 

Of Butt. 
Lengths 
>20 ft. 

Inches. 

Formula 

for 

Single 

Pile. 

Not to 
exceed 
per Pile 

Thickness 

Rammed 

Between 

Heads. 

Inches. 

Width 
Outside 
of Piles. 

Inches. 

36 

20 

5 

10 

12 

(D) 

20 

12 

12 

1 


24 

8(m),6 

10 

10 



12(n), 6 


2 

36 






16(n) 


3 

36 

2* 

6 

12 

12 


25 

12 ' 

12 

4 



6 



(D)&(S) 

25 



5 









6 



6 





12 

12 

7 

36 

24 

6 

12 



25 

12 

12 

8 



5 

10 

12 

(D) 

25 

10 

12 

9 






(D) 

7-20 

12 

12 

11 









12 

36 

20 

5 

10 

12 

(D) 

20 



13 

6 



(D)&(S) 

500(p) 



14 

36 

20 

5 

10 

12 

(D) 

20 

12 

12 

15 

36 

20 

5 

10 

12 

(D) 

7-20 

12 

12 

16 

36 


6 




20 

12 

12 

17 


5 

10 

12 



6(n), 12 

6 

18 

36 

20 

6 

10(q) 

12(q) 

(D)&(S) 

20 



19 

30 


5 




20 

12 

12 

20 


6 



(D)&(S) 

20 



21 



6 

12 

12 

(D) 

25 

6 

12 

22 

36 

24 





12 

12 

12 

23 

36 

20 

5 

10 

12 

(D) 

20 

12 

12 

24 



5 

10 

12 

(D) 

25 

9(n), 9 

12 

26 


12(o) 

7 




25 

12(n) 


27 


24 

6 

12 

12 

(D)&(S) 

25 

/ 6(n) 

l 6 

12 

28 



6 

10 

10 

(D) 

10-15 

9 

12 

29 










30 


= >20 ft.; (n) Capping, on top of heads; (o) In clear between piles; (D) For 

Drop Hammer, (S) For Steam Hammer, p+ ^ where W=Weightof 

hammer in Tons; H = Height of drop in Feet; P = Penetration of last blow (or 
average of last several blows) in Ins.; (p) Pounds per sq. in.; (q)Lengths< or >25 ft. 




































































































340 CAMBRIA STEEL. 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR TIMBER. 


(Revised to 1917.) Pounds per Square Inch. 




Compression. 

No. 

City. 

Oak. 

Yellow Pine. 

White Pine. 


• 

With 

Grain. 

Across 

Grain. 

With 

Grain. 

Across 

Grain. 

With 

Grain. 

Across 

Grain. 

1 

Atlanta . 

900 

800 

1000 

600 

800 

400 

2 

Baltimore. 

1000 

600 

1000 

600 

800 

400 

3 

Boston. 

810(e) 

600(e) 

900 

500 

630 

250 

4 


800(c) 

900 

1000(g) 

jllOO(g.d) 
\ 800(f) 

1 1 

700 


5 

Chicago. 

500 

250(d) 

700(c) 

200 (,c) 





6 

Cincinnati. 

900 

800 

1000 

600 

800 

400 

7 

Cleveland 

300 


350 


300 

8 

9 

10 

11 


800(c) 

1000 

1000 


700 




1250 


875 


Hartford (a) 




Jersey City. 

900 

800 

1000 

600 

800 

400 

12 

13 

T,r>s Angeles(a) 




Louisville. 

1000 

600 

1000 

600 

800 

400 

14 

Milwaukee. 

1500(e) 

800(e) 

1100 

500(e) 

/ 1500(g) 

\ 1200(f) 
1000(h) 

1500 

1 350(g) 

\ 300(f) 

1100(d) 

200(d) 

15 

16 

17 

18 
19 

Minnpnnolis 

700 

Newark, N. J.... 
Npw Haven 

800 

600 

800 

400 

New Orleans 




/ 400(f) 

\ 500(g) 

1000(g) 



New York. 

1400 

1000 

1600(g) 

1000(b,f) 

800(b,f) 

20 

21 

22 

Philadelnhia 



750 

550 

Pittsburgh (a) 





Portland, Ore. .. 





900(1) 

200(1) 

23 

24 

Prnvidenee(a) 





Rochester. 

900 

800 

1000 

600 

800 

400 

25 

26 

St. Trfinis(qt 







St. Paul. 

1000 

700 

1100(h) 

600(h) 

900 

400 

27 

28 

29 

San Francisco 



800(1) 

200(1) 

Seattle 





Syracuse. 

900 

800 

/ 800(f,b) 

\ 1000(g) 
1000 

f 400(f,b) 

\ 600(g) 
600 

800 

400 

30 

Washington. 

900 

800 

800 

400 

31 

Worcester (a) 











• 




(a) Based on best modern practice; (b) Applies also to North Carolina Pine; 
(c) Also for Norway Pine; (d) Also for Douglas Fir; (e) White Oak; (f) 
Shortleaf; (g) Longleaf; (h) Also for Washington or Oregon Fir; (i) Douglas 
or Yellow Fir only. 




















































































CAMBRIA STEEL. 


341 


EXTRACTS FROM THE BUILDING LAWS OF 

VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR TIMBER. 

(Revised to 1917.) Pounds per Square Inch. 


Compression. 


Spruce 

Locust. 

Hemlock. 

Chestnut. 

With 

Grain 

Across 

Grain 

With 

Grain. 

Across 

Grain. 

With 

Grain. 

Across 

Grain. 

With 

Grain. 

Across 

Grain. 

800 

800(b,k) 

630 

400 

400(b,k) 

250 

1200 

1200 

1000 

1000 

500 

600 

500 

500 









700 

500 

500 








150 

500 

200 



800 

400 

1200 

1000 

500 

1000 

700 

950(n) 




700 

750 

600 (r) 



850(m) 









800 

400 

1800 

1000 

500 

500 

500 

1000 





600 

900 

600 

600 

500 

200 

600 

1100(m) 

1000 

240(m) 

11100 (o) 

\ 1000 

800 

800 

J300(o) 

\200 

1000(n) 

760(n) 

1200 

250(n) 

400 

1000 

500 

500 

1000 


200(m) 

800(d) 

300 







1200(d) 

500 

1200 

1000 

800 

350 

800 

250 









1500(i) 

400(i) 

1200 (j) 

250(j) 









800 

400 

1200 

1000 

500 

500 

500 

1000 

800 

800 

800 

800 

800(k) 

400 

200 

300 

400 

400(k) 

1200 

1600(i) 

1600(i) 

1000 

300 (i) 
400(i) 

500 

900 (j) 
1400(p) 

600 

300 

250(j) 

350(p) 

300 

800 

400 





1200 

1000 

500 

1000 












No. 


1 

2 

3 

4 


6 

7 

8 
9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 


(j) Red Fir only; (k) Also for Virginia Pine; (1) Also for Redwood; (m) 
Cypress only; (n) Norway Pine only: (o) Cedar; (p) Western Hemlock; (q) 
Building Laws being revised, 1917; (r) Colorado, Texas or Mexican Hemlock. 




































































342 CAMBRIA STEEL. 

EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR TIMBER. 

(Revised to 1917.) Pounds per Square Inch. 

No. 

City. 

Extreme Fibre Stress (Bending). 

Yellow 

Pine. 

White 

Pine. 

Spruce. 

Oak. 

Locust. 

Hem¬ 

lock. 

Chest¬ 

nut. 

1 

2 

3 

4 

5 

6 

7 

8 
9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 

Atlanta. 

1200 

1800(1) 

1500(1) 

1800(1) 

/1000(s) 
(1300(1,n) 

1200 

1600 

1260(a) 

1250 

800 

1000 

1000 

1080(b) 

800(b) 

800 

1250 

800 

1350(f) 

1000 

1000 

1500 

1000(d) 

1350 

1200 

1000 

1250 

1170(w) 

1000(d) 

1200 

600 

1000 

800 

Baltimore. . . . 

Boston. 



Buffalo. 


1080 

600 

600 

1000 

720(v) 


Chicago. 




Cincinnati. 

Cleveland.... .. 

800 

% 1 

1200 

800 

Denver... 




Detroit. 

750 

750 

950(e) 


Hartford(u).... 



Jersey City.... 
Los Angeles.... 
Louisville. 

1200 

1620(c) 

1200 

fl500(s) 

X 1800(1) 

1620(a) 

1500 

1800 
/1200(s) 
1500(1) 
1600(1) 
1600(1) 

800 

1260 

800 

1260 

1000 

2160 

1000 

1500(d) 

1350 

1100 

1350 

1200 

600 

800 


800 

700 

1080 

600 

954 


Milwaukee. 

Minneapolis.... 

/1200(e) 

(1000 

1080(b) 

800 

1080 

1000 

1300(h) 

1100(p) 

Newark, N. J.. 
New Haven.... 

New Orleans... 

New York. 

800 

1260 

1200 

800 

900 (o) 


1200 

1200(m) 

1100 

1200 

800 

900 

1000(s,g) 

Philadelphia... 

Pittsburgh (k).. 






Portland, Ore.. 
Providence(k).. 

1600(h) 

900 

1000(i) 

800Q) 







Rochester. 

St. Louis(u).... 

1200 

800 

800 

1000 

1200 

600 

800 

St. Paul. 

1200(a) 

1200(h) 

1600(h) 

[ 800(s)(g) 
(1200(1) 
1200 

800 

700 

800 

700 

1000 

800 

800 

1000 

800(i) 

1200 

75 0(j) 

600 

800 

San Francisco.. 
Seattle. 

1400(t) 

600 


Syracuse. 

700 

800(f) 

1200 

1000 



Washington.... 

Worcester(k)... 

1200 

800 










(a) Also for Washington and Oregon Fir; (b) Also for Norway Pine; (c) 
Oregon Pine only; (d) White Oak; (e) Norway Pine only; (f) Also for Virginia 
Pine; (g) Also for North Carolina Pine; (h) Douglas Oregon Yellow Fir only; 

(i) Washington or Red Fir only; (j) Redwood only; (k) Based on best modern 
practice; 
























































































CAMBRIA STEEL. 


343 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR TIMBER. 

(Revised to 1917.) Pounds per Square Inch. 


Tension. 

No. 

Yellow 

Pine. 

White 

Pine. 

Spruce. 

Oak. 

Hemlock. 

1200 

1800(1) 

800 

1000 

800 

1200(f) 

1000 

1500 

600 

800 

1 

2 

3 

4 

5 

6 

7 

8 
9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 






/1000(s) 

(1300(1) (m) 

1200 

800(b) 

800 


1200 

1000 

600 

600 (n) 

800 
















1200 

800 

800 

1000 

600 

1200 
/ 1000(s) 
(1200(1) 

1200(a) 

1200 



1000 

1200(d) 

1000 

1000 


700(q) 

800 

800 

800(m)(b) 

800 

800 

600(r) 

600 






/ 900 (s) 
(1200(1) 

1800(1) 

700 

800 (m) 

1250 

1200 

600 

1000 



1300(h) 

800 

1000(i) 


700(j) 


1200 

800 

800 

1000 

600 

1200(a) 

1200(h) 

1600(h) 

/ 800(s) 
(1200(1) 

1200 

800 

700 

800 

700 

1000 

800 

800(f) 

1000 

1000(i) 

600 

700(j) 

1400(t) 

600 

800 

800 

1000 

1000 








(1) Longleaf; (m) Also for Douglas Fir; (n) Also for Chestnut; (o) Cypress 
only; (p) Cypress and Cedar only; (q) Also for Cedar; (r) Also Cypress; 

Shortleaf* (t) Western Hemlock; (u) Building Laws being revised, 1917; 
(v) Colorado or Mexican; (w) Also for Texas Pine, Spruce or Hemlock. 




















































344 CAMBRIA STEEL. 

EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR TIMBER. 

(Revised to 1917.) Pounds per Square Inch. 

No. 

City. 

Shear. 

Yellow Pine. 

White Pine. 

Spruce. 

With 

Fibre. 

Across 

Fibre. 

With 

Fibre. 

Across 

Fibre. 

With 

Fibre. 

Across 

Fibre. 

1 

2 

3 

4 

5 

6 

7 

8 
9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 

Atlanta. 

70 

100(1) 

100(1) 

500 

500(1) 

40 

85 

80 

250 

350 

«* 

50 

90 

80 

320 

350 

Baltimore. 

Boston. 

Buffalo(r). 

Chicago. 

/120(b) 

(130(1) (c) 

70 

150 


80(d) 

40 

100 




Cincinnati. 

500 

500 

250 

400 

40 

250 

Cleveland .. 

Denver (q). 



Detroit. 

Hartford (q). 

100(1) 


80 


80 





Jersey City. 

Los Angeles(e)... 

70 

500 

40 

250 

50 

320 

Louisville. 

80 

/150(s)(c) 

1175(1) 

400 

/ 1000(s) 
\1250(1) 





Milwaukee. 

Minneapolis(r) . 

/120(n) 
\100 

500 

125 

750 

Newark, N. J- 

New Haven(e)... 

70 

500 

40 

250 

50 

320 

New Orleans.... 

New York. 

Philadelphia.... 

Pittsburgh (e).... 

/ 65(s) 

\ 70(1) 
150(1) 
100(1) 


50(f) 

100 




1000(1) 

1125 

500 

100 

75 

500 

750 



Portland, Ore.... 
Providence(e). .. 

150(g) 

500(g) 

100 

500 

100(h) 

600(h) 

Rochester. 

70 

500 

40 

250 

50 

320 

St. Louis (q). 

St. Paul. 

70(j) 

150(g) 

200(g) 

/ 50(s) 

1 70(1) 

70 

500(j) 

750(g) 

50 

100 

250 

500 

50 

100 

130 

50 

50 (k) 

320 

500 

San Francisco... 
Seattle. 

Syracuse... 

/300(b) 

\500(1) 

500 

50 

40 

300 

250 

300 

320(k) 

Washington. 

Worcester(e).... 








(a) Virginia Pine only; (b) White Oak; (c) Also for Douglas Fir; (d) Also 
for Norway Pine; (e) Based upon best modern practice; (f) Cypress only; 

(g) Douglas or Yellow Fir only; (h) Red Fir only; 











































































CAMBRIA STEEL. 


345 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR TIMBER. 

(Revised to 1917.) Pounds per Square Inch. 


Shear. 


Oak. 

Locust 

Hemlock. 

Chestnut. 

With 

Fibre. 

Across 

Fibre. 

With 

Fibre. 

Across 

Fibre. 

With 

Fibre. 

Across 

Fibre. 

Across 

Fibre. 

100 

100 

150(b) 

600 

720 

100 

90(a) 

720 

400(a) 

40 

75 

275 

350 

150 

150 






200 

100 

100 




60 

40 

80 



600 

400 

100 

720 

270 

300 

150 




150(b) 


90 (n) 










100 

600 

100 

720 

40 

275 

150 

80 

240(b) 

400 

1000(b) 






100 (m) 

400(m) 

100(o) 

600 



100 

600 

100 

720 

40 

275 

150 








200 

1000(c) (s) 



100 

63 

600 

625 










80(i) 

400(i) 











100 

600 

100 

720 

40 

275 

150 

100 

125(h) 

600 

600(h) 

100 

100(i) 

720 

400(i) 

40 

275 

150 

180(p) 

35 



100 

100 

600 

600 



250 


100 

720 













No. 


1 

2 

3 

4 

5 

6 

7 

8 
9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

25 

26 

27 

28 

29 

30 

31 

I 


(i) Redwood only; (j) Also for Washington Fir; (k) Also for Virginia Pine; 
(1) Longleaf; (s) Shortleaf; (m) Cedar only; (n) Norway Pine only; (o) 
Also for Cypress; (p) Western Hemlock; (q) Building Laws being revised, 
1917. (r) Do not specify. 





































































346 CAMBRIA STEEL. 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR TIMBER. 

(Revised to 1917.) Pounds per Square Inch. 






Columns. 



No. 

Citj. 

Longleaf 

YeUow 

Pine. 

White Pine, 
Norway Pine 
and Spruce. 

Oak. 

Chestnut 

and 

Hemlock. 

Locust. 

Maxi¬ 
mum 
Length 
L = 

1 

Atlanta. 

(A) 

(B) 

(I) 

5 A (B) 

iy 2 (B) 

30 D 

2 

Baltimore.... 

f<12D (C) 
\> “ (E) 

f <12D (C) 
l> “ (E) 

/ <12D (C) 
l> “ (E) 

f <12D (C) 
\>“ (E) 

/<12D (C) 
\> “ (E) 


3 

Boston. 

(F) 

f<12D-1000 
\> “ (F) 

(G) 

/C12D-700 
\> “(J)(b) 

(H) 

/<12D-800 
\> “(K)(a) 



30 D 

4 

Buffalo. 

/ <J2D-700 
l> “ (J)(c) 






5 

Chicago. 

(M) 

/C12D-1000 
t> “ (F) 

(M) 

/<12D-700 
l> “ (J) 

(M) 

/ <12D-800 
l> “ (K) 

(M) (c) 


30 D 

6 

Cincinnati.... 


180 R 




7 

Cleveland(m) 

Denver.... 

Detroit. 

(u) 

/ <12D-1000 
1 (O) 

K12D-1250 
\> “ (F) 

(u) 

<12D-700 

(O) 

/ <10D-875 
l> “ (J)(d) 

(u) 

<12D-800 

(O) 

/<10D-1000 
l> “ (K)(a) 

(u) 

=:12D-700(c) 
(O) 


150 R 

24 D 

8 

9 

<12D-600(v) 

(O) 




10 

Hartford (m).. 







11 

Jersey City... 

(A) 

(B) 

(I) 

Vs (B) 

1H (B) 

30 D 

12 

Los Angeles (1) 

Louisville. ... 







13 

/<12D-1000 
\> “ (F) 

J <15D-1125 
l> “ (T)(k) 
/ <12D-1000 
\> “ (F)(e) 


/ <12D-1000 
l> “ (F) 

/ <15D-1125 
\> “ (T) 

/ <12D-800 
\> “ (K)(a) 



120 R 

14 

15 

Milwaukee. .. 

Minneapolis.. 

/ <15D-825 i 
l> “ (T)(b) 

/ <12D-700 
l> “ (J)(b) 

/ < 15D—675 
l> “ (T)(c) 
/ <12D-600 
\> “ (J)(c) 

/ <15D-750j 
l> “ (T) 

30 D 



16 

Newark, N. J. 

(A) 

(B) 

(I) 

Vs (B) 

1H (B) 

30 D 


L = Length of column in inches; D = Diameter or least dimension of 
column in inches; R = Least radius of gyration in inches; C = Allowable 
compressive unit stress (with grain) for that wood. 


(a) Also for Norway Pine; (b) White Pine only; (c) Hemlock only; (d) White 
Pine and Spruce only; (e) Also for Washington and Oregon Fir; (f) Spruce only; 
(g) Oregon Pine only; (h) White Pine and Virginia Pine only; (i) Also Douglas 

Formulae: — (E) C - 125-^r- (H) 900-9^- 

1 ZLJ U 

(A) 1 000 - 18^- (F) 1 000 - 10^ (I) 900 - 17-]j 

(B) 800 - 15^- (G) 700 - 7^- (J) 625 - 6^- 




















































CAMBRIA STEEL. 


347 


EXTRACTS FROM THE BUILDING LAWS OF 
VARIOUS CITIES. 

ALLOWABLE UNIT STRESSES FOR TIMBER. 

(Revised to 1917.) Pounds per Square Inch. 


No. 


City. 


17 New Haven. 

18 New Orleans 

19 New York. 

20 Philadelphia... 

21 Pittsburgh(l).. 

22 Portland, Ore.. 


23 Providence(l)... 

24 Rochester. 

25 St. Louis. 

26 | St. Paul. 

27 San Francisco.. 

28 j Seattle. 

29 [Syracuse. 


30 

31 


Washington.... 
Worcester(l)... 


Columns. 


Longleaf 

Yellow 

Pine. 


White Pine, 
Norway Pine 
and Spruce. 


1000 (N) 
(F) 
(W) 

(O) 


(P) 

(A) 


(M) 

■15D(Q)(g) 

(P) 

K (A)(s) 
(A) 

(A) 


700(b) 
800 (f) 


(N) 


(I) 

(O). 


(P) 


(B) 


(M) 


(P) 

(B) 

(B) (h) 


Oak. 


900(N) 


(W) 

(O) 


(P) 


(I) 


(M) 


(P) 

0 ) 

(I) 


Chestnut 

and 

Hemlock. 


(V) (k) 

(O) 


(P) 


H (B) 


(M) 


(P) 

(S) (c) 


Locust. 


(U) (t) 


(O) 


(P) 


IK (B) 


(M) 

(P) 

(A) 


Maximum 
Length 
L = 


30 D 
30 D 


20 D 
20 D 
30 D 


24 D 
30 D 
30 D 


L = Length of column in inches; D = Diameter or least dimension of 
column in inches; R =» Least radius of gyration in inches; C = Allowable 
compressive unit stress (with grain) for that wood. 


Fir, Cypress and Cedar; (j) For Norway Pine, Spruce and Eastern Fir only; (k) 
Shortleaf; (< 15D = 900); (1) Based on best modern practice; (s) Shortleaf; 
(t) Cypress only; (u) See Building Laws; (v) Colorado, Texas or Mexican 
Hemlock. 

(K) 750 — 7.5-^- (P)C(l— i) (U) 450 — 5-^- 


(M) C (1 — 



(N) Coefficients to apply 
to Gordon’s Formula. 


(Q) 1300 — 20 
(S) 500 — 9 


L 

D 

L 

D 


(V) 815 — 8 
(W) 1200 — 20 


L 

E> 

L 

D 


(O)C(l — 


100D 


) 


(T) C (1 
































































348 


CAMBRIA STEEL. 


EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. 

Allowable Unit Stresses for Reinforced Concrete. 

(Revised to 1917.) Pounds per Square Inch. 


City. 

Concrete 

Mixture. 

Ratio 

Moduli 

or 

Elastic- 

Stee/ to 
Con¬ 
crete. 

Baltimore. 

1 

: 2 : 4 

15 

Boston. 

1 

: 5 (h) 

15 

Buffalo. 

1 

: 2 : 5 

12 

Chicago. 

1 

: 2 : 4 

15 

Cincinnati. 

1 

: 2 : 4 

15 

Cleveland. 

1 

: 2 : 4 

15 

Denver. 

1 

: 2 : 3 

15 

Detroit. 

{1 

IK :3t 
: 2 : 4 

fl2 

115 

Jersey City.... 

1 

: 2 : 4 

18 

Los Angeles.... 

1: 

2K:3K 

15 

Louisville. 

1 

: 2 : 4 

15 

Milwaukee. 

1 

: 2 : 4 

15 

Minneapolis.... 

1 

: 2 : 4 

no 

\15 

Newark, N. J.. 

1 

: 2 : 4 

15 

New Orleans... 



15 

New York. 

1 

: 6 (h) 

15 

Philadelphia.... 

1 

: 2 : 4 

15 

Pittsburgh. 

1 

: 6(h) 

/ 8gg 

\ 15 

Rochester. 

1 

:6 (h) 

15 

St. Louis. 

1 

: 6 (h) 

/ 20(ii) 
l 15 

St. Paul. 

1 

: 2 : 4 

15 

San Francisco.. 

1 

: 6 (h) 

15 

Seattle. 

1 

: 2 : 4 

15 

Washington.... 

1 

: 2 : 4 

15 


No. 


3 

4 

5 

6 

7 

8 
9 

11 

12 

13 

14 

15 

16 
18 

19 

20 

21 

24 

25 

26 

27 

28 

30 


Concrete—Allowable Unit Stresses. 


Compression. 



Extreme 

In 

Shear. 

Direct. 

Fibre 

Hooped 



Bending 

Columns 


/500(b) 

(500 

500 

1200(ff) 

50 

500 


60 

350 

500 


50 

400 

700 

/500 0) 
\500(d) 

40 

600 

700 

(z) 

65 

500 

700 

650 (j) 

40 

4*50 

500 

% % 

50 

450 

650 

/ (z) 
1800 (1) 

40 

350 

500 

(z) 

50 


650 

800 

/ 40 
(120(n) 

/450(b) 

\650 

650 

/6 50 d, 1 
540 

50 



'800(d) 

f120(n) 

500(b) 

700 

600 

( 60 cc 



600 (1) 

l 40 bb 

600 dd 

650 

800ee 
1830 ff 

50 

450(b) 

650 

/650(d) 

(540 

40 

500 (r) 

650 (r) 
650 

50 (r) 
/ 40 
\150(n) 

500 

725 

500 

650 

750 

/120(n) 

( 40 

500 

650 

/540(ff) 
(450 

120 

/450(b) 

1650 

650 

/540 (1) 
(650 

60 

/300(ii) 

/400(ii) 

500 

/100(ii) 

1.500 

(800 

(175 

500(b) 

650 

750(d) 

50 

500 

500 

700 

75 

450 

/120(c) 

\450 

667 

/150(c) 

(650 

500 (j) 

/120(n) 

( 60cc 

60 



Tension. Bond. 


40(w) 


40 (w) 


/ 70 
\ 50 m 
75 

/ 80 
(100(q) 
50 
/ 80(y) 
\l20(q) 


90(w) 


50 


60 

60 

50 

/ 50(x) 
l 7 0(y) 


40aa 
80 

fl00(q) 
l 75 (u) 

40 

50 

(100(q) 
1 80 

/ 100(q) 
1 80 

80 

/150(p) 
\ 80 

65 

/ 80(q) 
\ 50 
60 

/ 50(x) 
l 70(y) 


/O ‘ ^ vuj verucal oars witn noops; 

(e) Actual compression in concrete surrounding steel; (f) Floor slabs; (g) 
Girders and beams; (h) Cement; aggregate; (i) Pure shear; (j) Spiral rein¬ 
forcement; (k) Minimum area, gross section; (1) Structural steel units encas¬ 
ing concrete- (m) High carbon steel; (n) Where thoroughly reinforced for 
shear; (o) Without sign or crack; (p) Where adequate mechanical bond is 
provided- (q) Deformed bars; (r) Rock or gravel concrete; (s) Slag concrete- 




































































CAMBRIA STEEL. 


349 


EXTRACTS FROM THE BUILDING LAWS OF VARIOUS CITIES. 

Allowable Unit Stresses for Reinforced Concrete. 

(Revised to 1917.) Pounds per Square Inch. 


Steel—Allowable Unit Stresses. 


Tension. 


(12000 (v) 
\ 15000 
16000 
16000 

18000 

16000 
(18000(m) 
\16000 
Hi hh) 

/18000m,q 

(16000 

16000 

16000 

16000 

16000 

J20000(m) 
\16000 
J 20000(m) 
\16000 
16000 
(20000(aa) 
116000 

16000 


Com¬ 

pression. 


8000v 

7500 


Compres¬ 

sion 


Vertical 
Reinforce¬ 
ment in 
Columns 


/ 8000v 
(10000 


10500 7500 

16000 

16000(1) i 75QQ 


15X(e) 

16000 

15X(e) 

16000 

10500 

f 8000- 
(12000 


16000 

/20000(m) 
(16000 
J20000(m) / 
(14000 l 
J20000(m) f 
(16000 l 
20000 

18000 
16000 


16000 

16000 

7500 

9750 

'20000m 

14000 

8000- 

12000 

7500 


14000 


| 9750(j) 


J (z) 
(12000 ( 1 ) 
6000 

(ff) 


/12000(d) 
( 7500(b) 

/ 8000 dd 
110000 ee 
/ 8100(d) 
( 6750(b) 


7500 

f 6000 
( 9000(d) 
116000 (1) 
/ 6750 
1 8100(ff) 
/ 9750(d) 
\ 6750(b) 


J 7500(b) 
(10000(d) 
(ff) 

f 7500 (j) 
( 6750 


Shear. 


10000 

12000 

10000 

lOOOOw 

10000 


10000 


10000 


4500 


10000 

10000 

12000 

10000 


Columns. 


Maxi¬ 

mum 

Length 

D 


16 


16 

12 

32(z) 

15 

15 

15 

12 

30 

15 

15 

15 

15 


15 

15 

15 

15 

15 

15 

15 

15 

15 


Mini¬ 

mum 

Allow¬ 

able 

Dimen¬ 

sion 

Inches. 


64(k) 


10 

7 


64(k) 

12 


12 

12 

9 


12 

10 

8 

50(k) 


Actual 

less 

Effective 

Diam. 

Inches. 


3 

3 


3 
2 

4 
2 
4 
2 
3 


3 

3 
2 

4 
4 
3 


Tests. 


Ratio 

Test 

to 

Calcu¬ 

lated 

Load. 


2(o) 

2 


IK 

2 ( 0 ) 


Ratio 

Span to 

Maximum 

Deflection. 


800 


700 

400 


flOOOg 
( 300(f) 


/100 gg 

( 300(f) 
700 

700 


No. 


3 

4 

5 

6 

7 

8 
9 

11 

12 

13 

14 

15 

16 
18 

19 

20 

21 

24 

25 

26 

27 

28 

30 


(t) For columns; (u) Bars K inch or less; larger bars, proportionately less; 
(v) Soft steel; (w) Diagonal tension; (x) Flat bars with size ratio less than 2, 
and high carbon rounds and squares; (y) Structural steel rounds and squares; 
(z) For hooped columns, see Building Laws; (aa) Cold drawn material as wire; 
(bb) Horizontal bars; (cc) Bent up bars; (dd) Square columns; (ee) Round core 
columns; (ff) Special cases, see Building Laws; (gg) For calculating deflections; 
(hh) Elastic limit; (ii) Burnt clay concrete. 




















































































350 CAMBRIA STEEL. 


EXPLANATION OF TABLES OF RIVETS AND PINS. 

RIVETS. 

In the design of riveted joints the total stress transmitted is 
assumed to be taken up by the rivets, no allowance being made 
for the friction between the plates riveted together, and the 
manner of failure of the joint will be by shearing of the rivet or 
crushing of the plate. This assumes that the rules given on 
page 358 are followed and failure by tearing off the plate caused 
by the rivets being too near the edge is thus prevented. 

In the table of “Shearing Value of Rivets and Bearing Value 
of Riveted Plates,” pages 352 and 353, these values are given 
for all customary sizes and thicknesses corresponding to various 
usual allowable unit stresses. ** 

For any given size of rivet or thickness of plate to be used, an 
inspection of the table will show at once if the bearing value of 
the plate or the shearing value of the rivet is to govern the design 
and the amount of stress that can be transmitted by each rivet. 

PINS. 

In designing pin-connected joints the points which govern the 
design are the bending moments produced in the pin by the bars 
or plates connected, and the bearing value of the plates them¬ 
selves. The bearing value in the case of eye-bars of proper 
proportions is sufficiently ample and need not be computed. 
Shear in pins need not ordinarily be considered, as the bending 
and bearing stresses usually determine the size. 

In the table of “Maximum Bending Moments on Pins,” pages 
360 and 361, is given the allowable bending moments on pins of 
various diameters for the usual allowable fibre stresses. 

In the table of “Bearing Values of Pin Plates for One-Inch 
Thickness of Plate,” on page 359, is given the allowable bearing 
values of plates against pins of various usual diameters, cor¬ 
responding to the customary unit stresses of this character. 

If the bearing value exceeds the allowable limit in any given 
case pin-plates must be added, thus increasing the bearing value 
until it is reduced to a safe limit as shown by the tables. 







CAMBRIA STEEL. 


351 


CONVENTIONAL SIGNS FOR RIVETING. 


Two Full Heads. 


Shop Field 

o • 


Countersunk Inside (Farside) and Chipped. 



Countersunk Outside (Nearside) and Chipped. 




Countersunk both Sides and Chipped. 



Flattened to K" high or Coun¬ 
tersunk and not Chipped. 


Flattened to \i" high. 


Flattened to high. 


Inside. 

(Farside.) 





Outside. 

(Nearside) 


Both Sides. 


QS 

O® 


This system, designed by F. C. Osborn, C. E., has for foundation the diagonal 
cross to represent a countersink, the blackened circle for a field rivet and the 
diagonal stroke to indicate a flattened head. The position of the cross, with 
respect to the circle (inside, outside or both sides), indicates the location of the 
countersink and, similarly, the number and position of the diagonal strokes 
indicate the height and position of the flattened heads. 

Any combination of field, countersunk and flattened head rivets liable to 
occur may be readily indicated by the proper combination of above signs. 







352 

• 

CAMBRIA STEEL 




SHEARING VALUE 
VALUE OF 

OF RIVETS AND BEARING 
RIVETED PLATES. 



All Dimensions in Inches. 



Shearing Value = Area of Rivet X Allowable Shearing Stress per Square Inch. 

Diameter 

Area 

Unit Stress 

= 6 000 lbs. 

Bearing Value for Different 

of 

Rivet 

in 

Square Inches 

Single 

Shear. 

Double 

Shear 

1 

4 

5 

I W 

3 

¥ 

7 

T7T 

H 

.1105 

663 

1325 

1125 

1406 

1688 


A 

.1964 

1178 

2356 

1500 

1875 

2250 

2625 

A 

.3068 

1841 

3682 

1875 

2344 

2813 

3281| 

H 

.4418 

2651 

5301 

2250 

2813 

3375 

3938 

% 

.6013 

3608 

7216 

2625 

3281 

3938 

4594 

1 

.7854 

4712 

9425 

3000 

3750 

4500 

5250 

Diameter 

Area 

Unit Stress 

= 8000 lbs. 

Bearing Value for Different 

of 

Rivet. 

in 

Square Inches. 

Single 

Shear. 

Double 

Shear. 

1 

T 

5 

tV 

3 

¥ 

7 

T¥ 

H 

.1105 

884 

1767 

1500 

1875 

2250 


A 

.1964 

1571 

3142 

2000 

2500 

3000 

3500 

A 

.3068 

2454 

4909 

2500 

3125 

3750 

43751 

H 

.4418 

3534 

7069 

3000 

3750 

4500 

5250 

% 

.6013 

4811 

9621 

3500 

4375 

I 5250 

6125 

1 

.7854 

6283 

12566 

4000 

5000 

6000 

7000 

Diameter 

of 

Rivet. 

Area 

Unit Stress = 

= 10 000 lbs. 

Bearing Value for Different 

in 

Square Inches 

Single 

Shear. 

Double 

Shear. 

1 

4 

5 

TV 

3 

¥ 

i 

TT 

A 

.1105 

1105 

2209 

1875 

2344 

2813 


'A 

.1964 

1964 

3927 

2500 

3125 

3750 

4375 

A 

.3068 

3068 

6136 

3125 

3906 

4688 

5469| 

A 

.4418 

4418 

8836 

3750 

4688 

5625 

6563 

A 

.6013 

6013 

12026 

4375 

5469 

1 6563 

7656 

1 

.7854 

7854 

15708 

5000 

6250 

f 7500 

8750 

Diameter 

of 

Rivet. 

Area 

Unit Stress= 

= 12 000 lbs. 

Bearing Valu 

e for Different 

in 

Square Inches. 

Single 

Shear. 

Double 

Shear. 

1 

¥ 

5 

T¥ 

8 

¥ 

7 

T¥ 

A 

.1105 

1325 

2651 

2250 

2813 

3375 


A 

.1964 

2356 

4712 

3000 

3750 

4500 

5220 

A 

.3068 

3682 

7363 

3750 

4688 

5625 

65621 

H 

.4418 

5301 

10603 

4500 

5625 

6750 

7875 

7 A 

.6013 

7216 

14432 

5250 

6563 

7875 

9187 

1 

.7854 

9425 

18850 

6000 

7500 

9000 

10500 

In the above tables the bearing values between the lower and upper zigzag 
black lines are greater than single and less than double shear for the corre¬ 
sponding dimensions, so that in case of single shear, the single shearing value 
governs, and in case of double shear, the bearing value governs the design. 



















































































































CAMBRIA STEEL. 353 

SHEARING VALUE OF RIVETS AND BEARING 
VALUE OF RIVETED PLATES. 

All Dimensions in Inches. 

Bearing Value = Diameter of Rivet X Thickness of Plate X Allowable Bearing 

Stress per Square Inch. 

Thicknesses of Plate in Inches at 12 000 Pounds per Square Inch. 

1 

2 

9 

1 6 

5 

8 

1 1 

1 6 

3 

4 

1 3 

1 6 

7 

8 

1 5 

1 6 

1 

3000 
| 3750 

4500 

5250 

6000 

4219 

5063 

5906 

6750 

4688 

5625 

6563 

7500 

6188 

7219 

6750 

7875 

8531 

9750 

9188 

10500 

9844 

11250 

12000 

82501 9000 

Thicknesses of Plate in Inches at 16 000 Pounds per Square Inch. 

1 

2 

9 

1 6 

5 

8 

1 1 

1 6 

3 

4 

1 3 

1 6 

7 

8 

1 5 

1 6 

1 

4000 
| 5000 
6000 
7000 
8000 

5625 

6750 

7875 

9000 

6250 

7500 

8750 

10000 

8250 
| 9625 
11000 

9000 

10500 

12000 

11375 

13000 

12250 

14000 

13125 

15000 

16000 

Thicknesses of Plate in Inches at 20 000 Pounds per Square Inch. 

1 

2 

9 

1 6 

5 

8 

1 1 

1 6 

3 

4 

1 3 

1 6 

7 

8 

1 5 

1 6 

1 

5000 
| 6250 

7500 

8750 

10000 

7031 

8438 

9844 

11250 

7813 

9375 

10938 

12500 

10313 

12031 

13750 

11250 

13125 

15000 

14219 

16250 

15313 

17500 

16406 

18750 

20000 

Thicknesses of Plate in Inches at 24 000 Pounds per Square Inch. 

1 

2 

9 

1 6 

5 

8 

1 1 

1 6 

3 

4 

1 3 

1 6 

7 

8 

1 5 

1 6 

1 

6000 
| 7500 
9000 

10500 

12000 

8437 

10125 

11812 

13500 

9375 

11250 

131251 

12375 

14437 

13500 

15750 

17062 

19500 

18375 

21000 

19687 

22500 

24000 

15000] 16500| 18000 

The bearing values above and to the right of the upper zigzag black lines are 
greater than double shear for the corresponding dimensions, so that in these 
cases the shearing values govern the design. . 

The bearing values below and to the left of the lower zigzag black lines are 
less than single shear, so that in these cases the bearing values govern the design. 








































































































































354 


CAMBRIA STEEL. 


LENGTH OF RIVETS REQUIRED FOR VARIOUS 
GRIPS INCLUDING AMOUNT NECESSARY 
TO FORM ONE HEAD. 


^ -Grip- 



K-Length-' 



--Length- 


Grip of 


Diameter of Rivet in Inches. 


in laches. 

i" 

r 

r 

r 

i" 

r 

1" 

li" 

34 

1 

134 

134 

154 

134 

2 

234 

234 

Vi 

134 

154 

154 

134 

2 

234 

234 

254 

54 

134 

134 

154 

2 

234 

234 

254 

234 

Vi 

154 

154 

134 

234 

234 

254 

234 

254 

1 

134 

154 

2 

234 

254 

234 

254 

254 

m 

154 

134 

234 

254 

234 

254 

254 

234 

134 

154 

2 

234 

234 

254 

254 

234 

3 

m 

134 

234 

254 

254 

234 

3 

3 

334 

134 

2 

234 

234 

254 

3 

3>4 

334 

334 

154 

234 

254 

254 

234 

334 

354 

334 

334 

154 

234 

234 

254 

3 

334 

354 

334 

354 

1 34 

254 

254 

234 

334 

354 

334 

354 

354 

2 

234 

254 

334 

354 

334 

354 

354 

334 

2Vs 

254 

234 

334 

334 

354 

354 

334 

4 

2V 

254 

3 

354 

354 

354 

334 

4 

434 

254 

234 

334 

334 

354 

334 

4 

434 

434 

2 Vi 

3 

334 

354 

334 

4 

434 

434 

454 

254 

334 

334 

354 

4 

434 

434 

454 

434 

254 

334 

354 

334 

434 

434 

454 

434 

454 

2% 

354 

354 

4 

434 

454 

434 

454 

454 

3 

334 

334 

434 

454 

434 

454 

454 

434 

334 

354 

4 

434 

434 

454 

454 

5 

5 

334 

354 

434 

454 

454 

434 

5 

534 

534 

354 

334 

434 

434 

434 

5 

534 

534 

554 

334 

4 

454 

454 

5 

534 

534 

554 

534 

354 

434 

434 

454 

534 

534 

554 

534 

554 

354 

434 

454 

434 

534 

554 

534 

554 

554 

334 

454 

454 

5 

554 

534 

554 

554 

534 

4 

434 

434 

534 

534 

554 

554 

534 

6 

434 

454 

5 

534 

554 

554 

534 

6 

634 

434 

454 

534 

534 

554 

534 

6 

634 

634 

454 

434 

534 

554 

534 

6 

634 

6 H 

654 

434 

5 

554 

554 

6 

634 

634 

654 

634 

454 

534 

534 

534 

634 

634 

654 

634 

654 

434 

534 

554 

6 

634 

634 

654 

654 

654 

434 

554 

554 

634 

634 

654 

654 

634 

634 

5 

534 

534 

634 

654 

654 

634 

7 

7 

534 

554 

6 

654 

654 

634 

7 

734 

734 

534 

554 

634 

634 

634 

7 

734 

734 

734 

554 

534 

634 

654 

7 

734 

734 

754 

754 

534 

6 

654 

654 

734 

734 

754 

734 

734 

554 

634 

634 

634 

734 

754 

734 

754 

754 

554 

634 

654 

7 

754 

754 

754 

754 

754 

554 

654 

634 

734 

734 

754 

754 

734 

734 

6 

63& 

7 

734 

754 

734 

734 

8 

834 


Amount in Inches to be subtracted from above lengths for 
Countersunk Heads. 


54 

34 

34 

34 

54 

54 

34 

34 













































CAMBRIA 

STEEL. 


355 

WEIGHT OF 100 STEEL RIVETS. 

INCLUDING 100 HEADS. 

Length 

Under 

Head. 

Diameter of Rivet in Inches. 

1 

2 

5 

8 

3 

4 

7 

8 

1 

Inches. 


Average 

Weight in 

Pounds. 


*4 

9.2 





1 

10.5 

17.0 




in 

11.15 

18.0 




IX 

11.80 

19.0 

28.0 

41.3 


in 

12.45 

20.0 

29.5 

43.4 


1A 

13.10 

21.0 

31.0 

45.5 

63.5 

1 % 

13.75 

22.0 

32.5 

47.6 

66.2 

IX 

14.40 

23.0 

34.0 

49.7 

68.9 

lVs 

15.00 

24.0 

35.5 

51.8 

71.7 

2 

15.70 

25.0 

37.0 

53.9 

74.4 

24 

16.35 

26.0 

38.5 

56.0 

77.1 

24 

17.00 

27.0 

40.0 

58.0 

79.8 

2Vs 

17.65 

28.0 

41.5 

60.1 

82.6 

24 

18.30 

29.0 

43.0 

62.2 

85.3 

24 

18.95 

30.0 

44.5 

64.3 

88.0 

2*4 

19.60 

31.0 

46.0 

66.4 

90.7 

24 

20.25 

32.0 

47.5 

68.5 

93-5 

3 

20.90 

33.0 

49.0 

70.6 

96.2 

3A 


34.0 

50.5 

72.7 

99.0 

34 


35.0 

52.0 

74.7 

101.6 

34 


36.0 

53.5 

76.8 

103.8 

3A 


37.0 

55.0 

78.9 

107.1 

34 


38.0 

56.5 

81.0 

109.8 

34 


39.0 

58.0 

83.1 

112.6 

3 Vo 


40.0 

59.5 

85.2 

115.2 

4 


41.0 

61.0 

87.3 

118.0 

4 4 

4 A 

4M 

5 



64.0 

91.4 

123.5 



67.0 

95.6 

128.9 



70.0 

99.8 

134.4 



73.0 

104.0 

139.8 

64 

6A 

6*4 

6 



76.0 

1082 

145.3 



79.0 

112.3 

150.7 



82.0 

116.5 

166.2 



85.0 

120.7 

161.6 

Weight of 

100 Heads. 

5.3 

9.0 

13.0 

20.5 

30.8 

























356 


CAMBRIA STEEL. 


AREAS TO BE DEDUCTED TO OBTAIN NET AREA 

OF RIVETED PLATE. 

Square Inches. 


Thick- 


SIZE OF HOLE. 


ness 

Plates 


Inches. 


in 

Inches. 

K 

A 

Vs 

A 

K 

9 

16 

Vs 

H 

K 


Vs 

H 

1 

1A 

Xi 

.06 

.08 

.09 

.11 

.13 

.14 

.16 

.17 

.19 

.20 

.22 

.23 

.25 

.27 

■h 

.08 

.10 

12 

.14 

.16 

.18 

.20 

.21 

.23 

.25 

.27 

.29 

.31 

.33 

% 

.09 

.12 

.14 

.16 

.19 

.21 

.23 

.26 

.28 

.30 

.33 

.35 

.38 

.40 

16 

.11 

.14 

.16 

.19 

.22 

.25 

.27 

.30 

.33 

.36 

.38 

41 

.44 

.46 

y 2 

.13 

.16 

.19 

.22 

.25 

.28 

.31 

.34 

.38 

.41 

.44 

.47 

.50 

.53 

A 

.14 

.18 

.21 

.25 

.28 

.32 

.35 

.39 

.42 

.46 

.49 

.53 

.56 

.60 

Ya 

.16 

.20 

.23 

.27 

.31 

.35 

.39 

.43 

.47 

.51 

.55 

.59 

.63 

.66 

« 

.17 

.21 

.26 

.30 

.34 

.39 

.43 

.47 

.52 

.56 

.60 

.64 

.69 

.73 

K 

.19 

.23 

.28 

.33 

.38 

.42 

.47 

.52 

.56 

.61 

.66 

.70 

.75 

.80 

H 

.20 

.25 

.30 

.36 

.41 

.46 

.51 

.56 

.61 

.66 

.71 

.76 

.81 

.86 

Vs 

.22 

.27 

.33 

.38 

.44 

.49 

.55 

.60 

.66 

.71 

.77 

.82 

.88 

.93 

tt 

.23 

.29 

.35 

.41 

.47 

.53 

.59 

.64 

.70 

.76 

.82 

.88 

.94 

1.00 

1 

.25 

.31 

.38 

.44 

.50 

.56 

.63 

.69 

.75 

.81 

.88 

.94 

1.00 

1.06 

1 * 

.27 

.33 

.40 

.46 

.53 

.60 

.66 

.73 

.80 

.86 

.93 

1.00 

1.06 

1.13 

l k 

.28 

.35 

.42 

.49 

.56 

.63 

.70 

.77 

.84 

.91 

.98 

1.05 

1.13 

1.20 

1 * 

.30 

.37 

.45 

.52 

.59 

.67 

.74 

.82 

.89 

.96 

1.04 

1.11 

1.19 

1.26 

IK 

.31 

.39 

.47 

.55 

.63 

.70 

.78 

.86 

.94 

1.02 

1.09 

1.17 

1.25 

1.33 

1 

.33 

.41 

.49 

.57 

.66 

.74 

.82 

.90 

.98 

1.07 

1.15 

1.23 

1.31 

1.39 

m 

.34 

.43 

.52 

.60 

.69 

.77 

.86 

.95 

1.03 

1.12 

1.20 

1.29 

1.38 

1.46 

1 A 

.36 

.45 

.54 

.63 

.72 

.81 

.90 

.99 

1.08 

1.17 

1.26 

1.35 

1.44 

1.53 

IK 

.38 

.47 

.56 

.66 

.75 

.84 

.94 

1.03 

1.13 

1.22 

1.31 

1.41 

1.50 

1.59 

1 A 

,39 

.49 

.59 

.68 

.78 

.88 

.98 

1.07 

1.17 

1.27 

1.37 

1.46 

1.56 

1.66 

m 

.41 

.51 

.61 

.71 

.81 

.91 

1.02 

1.12 

1.22 

1.32 

1.42 

1.52 

1.63 

1.73 

m 

.42 

.53 

.63 

.74 

.84 

.95 

1.05 

1.16 

1.27 

1.37 

1.47 

1.58 

1.69 

1.79 

IK 

.44 

.55 

.66 

.77 

.88 

.98 

1.09 

1.20 

1.31 

1.42 

1.53 

1.64 

1.75 

1.86 

m 

.45 

.57 

.68 

.79 

.91 

1.02 

1.13 

1.25 

1.36 

1.47 

1.59 

1.70 

1.81 

1.93 

V/s 

.47 

.59 

.70 

.82 

.94 

1.05 

1.17 

1.29 

1.41 

1.52 

1.64 

1.76 

1.88 

1.99 

1H 

.48 

.61 

.73 

.85 

.97 

1.09 

1.21 

1.33 

1.45 

1.57 

1.70 

1.82 

1.94 

2.06 

2 

.50 

.63 

.75 

.88 

1.00 

1.13 

1.25 

1.38 

1.50 

1.63 

1.75 

1.88 

2.00 

2.13 


MAXIMUM SIZE OF RIVETS IN ANGLES AND IN 
FLANGES OF BEAMS AND CHANNELS. 


I-BEAMS. 

CHANNELS. 

ANGLES. 

Depth 

Weight 

Size 

Depth 

Weight 

Size 

Depth 

Weight 

Size 

Length 

Size 

Length 

Size 

of 

per 

of 

of 

per 

of 

of 

per 

of 

of 

of 

of 

of 

Beam. 

Foot. 

Rivet. 

Beam. 

Foot. 

Rivet. 

Channel 

Foot. 

Rivet. 

Leg. 

Rivet. 

Leg. 

Rivet. 

Ins. 

Pounds. 

Inch. 

Ins. 

Pounds. 

Inch. 

Inches. 

Pounds. 

Inch. 

Inches. 

Inch. 

Inches. 

Inch. 

3 

5.5 

Vs 

15 

42.0 

K 

3 

4.0 

Vs 

K 

K 

3 

Vs 

4 

7.5 

K 

15 

60.0 

% 

4 

5.25 

K 

l 

K 

3 K 

Vs 

5 

9.75 

K 

15 

80.0 

Vs 

5 

6.50 

K 

IK 

Vs 

4 

Vs 

6 

12.25 

5 /s 

18 

55.0 

Vs 

6 

8.0 

n 

m 

Vs 

4 K 

Vs 

7 

15.0 

Vs 

20 

65.0 

1 

7 

9.75 

Vs 

IK 

Vs 

5 

Vs 

8 

18.00 

K 

20 

80.0 

1 

8 

11.25 

K 

IK 

K 

6 

Vs 

9 

21.0 

K 

24 

80.0 

1 

9 

13.25 

K 

2 

Vs 

7 

1 

10 

25.0 

K 

24 

105.0 

1 

10 

15.0 

K 

2 K 

K 

8 

IK 

12 

31.5 

H 




12 

20.50 

K 

2 K 

K 



12 

40.0 

K 




15 

33.0 

M 

2K 

K 















































































CAMBRIA STEEL. 357 


AREAS TO BE DEDUCTED TO OBTAIN NET AREA 

OF RIVETED PLATE. 


Square Inches . 


134 

1 - 3 - 

J- 16 

1M 

1 6 

1 H 

l^r 

134 

■L 16 

lVs 

.28 

.30 

.31 

.33 

.34 

.36 

.38 

.39 

.41 

.35 

.37 

.39 

.41 

.43 

.45 

.47 

.49 

.51 

.42 

.45 

.47 

.49 

.52 

.54 

.56 

.59 

.61 

.49 

.52 

.55 

.57 

.60 

.63 

.66 

.68 

.71 

.56 

.59 

.63 

.66 

.69 

.72 

.75 

.78 

.81 

.63 

.67 

.70 

.74 

.77 

.81 

.84 

.88 

.91 

.70 

.74 

.78 

.82 

.86 

.90 

.94 

.98 

1.02 

.77 

.82 

.86 

.90 

.95 

.99 

1.03 

1.07 

1.12 

.84 

.89 

.94 

.98 

1.03 

1.08 

1.13 

1.17 

1.22 

.91 

.96 

1.02 

1.07 

1.12 

1.17 

1.22 

1.27 

1.32 

.98 

1.04 

1.09 

1.15 

1.20 

1.26 

1.31 

1.37 

1.42 

1.05 

1.11 

1.17 

1.23 

1.29 

1.35 

1.41 

1.46 

1.52 

1.13 

1.19 

1.25 

1.31 

1.38 

1.44 

1.50 

1.56 

1.63 

1.20 

1.26 

1.33 

1.39 

1.46 

1.53 

1.59 

1.66 

1.73 

1.27 

1.34 

1.41 

1.48 

1.55 

1.62 

1.69 

1.76 

1.83 

1.34 

1.41 

1.48 

1.56 

1.63 

1.71 

1.78 

1.86 

1.93 

1.41 

1.48 

1.56 

1.64 

1.72 

1.80 

1.88 

1.95 

2.03 

1.48 

1.56 

1.64 

1.72 

1.80 

1.89 

1.97 

2.05 

2.13 

1.55 

1.63 

1.72 

1.80 

1.89 

1.98 

2.06 

2.15 

2.23 

1.62 

1.71 

1.80 

1.89 

1.98 

2.07 

2.16 

2.25 

2.34 

1.69 

1.78 

1.88 

1.97 

2.06 

2.16 

2.25 

2.34 

2.44 

1.76 

1.86 

1.95 

2.05 

2.15 

2.25 

2.34 

2.44 

2.54 

1.83 

1.93 

2.03 

2.13 

2.23 

2.34 

2.44 

2.54 

2.64 

1.90 

2.00 

2.11 

2.21 

2.32 

2.43 

2.53 

2.64 

2.74 

1.97 

2.08 

2.19 

2.30 

2.41 

2.52 

2.63 

2.73 

2.84 

2.04 

2.15 

2.27 

2.38 

2.49 

2.61 

2.72 

2.83 

2.95 

2.11 

2.23 

2.34 

2.46 

2.58 

2.70 

2.81 

2.93 

3.05 

2.18 

2.30 

2.42 

2.54 

2.66 

2.79 

2.91 

3.03 

3.15 

2.25 

2.38 

2.50 

2.63 

2.75 

2.88 

3.00 

3.13 

3.25 


Thick¬ 

ness 

Plates 


in 


1 H 

1 M 

ltt 

I 1 34 

ltt 

2 

Inches. 

.42 

.44 

.45 

.47 

.48 

.50 

34 

.53 

.55 

.57 

.59 

.61 

.63 

T6 

.63 

.66 

.68 

.70 

.73 

.75 

% 

.74 

.77 

.79 

.82 

.85 

.88 

7 

16 

.84 

.88 

.91 

.94 

.97 

1.00 

34 

.95 

.98 

1.02 

1.05 

1.09 

1.13 

9 

1.05 

1.09 

1.13 

1.17 

1.21 

1.25 

Vs 

1.16 

1.20 

1.25 

1.29 

1.33 

1.38 

11 

16 

1.27 

1.31- 

1.36 

1.41 

1.45 

1.50 

% 

1.37 

1.42 

1.47 

1.52 

1.57 

1.63 

LI 

1.48 

1.53 

1.59 

1.64 

1.70 

1.75 

V% 

1.58 

1.64 

1.70 

1.76 

1.82 

1.88 

15 

16 

1.69 

1.75 

1.81 

1.88 

1.94 

2.00 

1 

1.79 

1.86 

1.93 

1.99 

2.06 

2.13 

liV 

1.90 

1.97 

2.04 

2.11 

2.18 

2.25 

lVs 

2.00 

2.08 

2.15 

2.23 

2.30 

2.38 


2.11 

2.19 

2.27 

2.34 

2.42 

2.50 

134 

2.21 

2.30 

2.38 

2.46 

2.54 

2.63 

llj5 

2.32 

2.41 

2.49 

2.58 

2.66 

2.75 

m 

2.43 

2.52 

2.61 

2.70 

2.79 

2.88 

Its 

2.53 

2.63 

2.72 

2.81 

2.91 

3.00 

134 

2.64 

2.73 

2.83 

2.93 

3.03 

3.13 


2.74 

2.84 

2.95 

3.05 

3.15 

3.25 

m 

2.85 

2.95 

3.06 

3.16 

3.27 

3.38 

ltt 

2.95 

3.06 

3.17 

3.28 

3.39 

3.50 

1 H 

3.06 

3.17 

3.29 

3.40 

3.51 

3.63 

ltt 

3.16 

3.28 

3.40 

3.52 

3.63 

3.75 

lVs 

3.27 

3.39 

3.51 

3.63 

3.75 

3.88 

ltt 

3.38 

3.50 

3.63 

3.75 

3.88 

4.00 

2 


SIZE OF HOLE . 
Inches . 


RIVET SPACING. 

All Dimensions in Inches . 


Size 

of 

Rivet. 

Minimum Pitch. 

Maximum Pitch 
at Ends of 
Compression 
Members. 

Minimum Distance from Edge 
of Piece to Center of 

Rivet Hole. 

Maximum Pitch 
in Line of 
Stress for 
Plate and Shape 
Members. 

Allowable, 

Preferable. 

Sheared Edge. 

Rolled Edge. 

34 

H 











Vn 

\\Z 






34 

l 34 

i H 


i 

Vs 

4 

% 

134 

2 

234 

134 

1 

434 

3 A 

2 34 

234 

3 

m 

134 

6 

A 

2^ 

3 

334 

134 

i k 

6 

1 

3 


4 




134 

3 H 


434 





For General Rules for Rivet Spacing see next page. 














































































358 


CAMBRIA STEEL. 


GENERAL RULES FOR RIVET SPACING FOR 
BRIDGE AND STRUCTURAL WORK. 

The pitch or distance from center to center of rivets should not 
be less than 3 diameters of the rivet, preferably not less than 3 
inches for Y inch rivets, 2 Y inches for y, inch rivets, 2 inches 
for Y inch rivets and \Y inches for Y inch rivets. 

At the ends of compression members the pitch should not 
exceed 4 diameters of the rivet for a length equal to \y 2 times 
the maximum width of the member. 

Where two or more, plates are in contact, rivets spaced not 
more than 12 inches in either direction shall be used to hold them 
together. *' 

For members composed of plates and shapes the pitch in the 
direction of the line of stress should not exceed 6 inches for Y and 
Ya\ inch rivets, 4 y 2 inches for Y inch rivets and 4 inches for Y inch 
rivets. For angles with two gauge lines in built-up members, 
rivets staggered, the maximum pitch in each line may be twice 
these distances. 

The distance between the sheared edge of any piece and the 
center of the rivet hole should not be less than iy inches for 
Y inch rivets, iy inches for Y inch rivets, 1 Y inches for Y inch 
rivets and 1 inch for y 2 inch rivets; for a rolled edge, these 
distances may be iy, iy, 1 and Y inches, respectively; when 
practicable it should, for all sizes, be at least 2 diameters of the 
rivet and should not exceed 8 times the thickness of the plate. 

Minimum spacing is generally used in pin plates, at ends of 
columns, girders, etc., etc. 

In figuring clearance of rivets for special cases, allow Y inch 
in addition to diameter of head. 












CAMBRIA STEEL. 


359 


BEARING VALUES OF PIN PLATES. 

For One Inch Thickness of Plate. 


Bearing value = Diameter of Pin X 1" X Stress per Square Inch. 




Bearing 

Bearing 

Bearing 



Bearing 

Bearing 

Bearing 

Diam- 

Area 

Value at 

Value at 

Value at 

Diam- 

Area 

Value at 

Value at 

Value at 



12 000 

13 500 

15 000 



12 000 

13 500 

15 000 

eter of 

of 

Pounds 

Pounds 

Pounds 

eter of 

of 

Pounds 

Pounds 

Pounds 



per 

per 

per 



per 

per 

per 

Pin. 

Pin. 

Square 

Square 

Square 

Pin. 

Pin. 

Square 

Square 

Square 



Inch. 

Inch. 

Inch. 



Inch. 

Inch. 

Inch. 

Inches. 

Sq. Ins. 

Pounds. 

Pounds. 

Pounds. 

Inches. 

Sq. Ins. 

Pounds. 

Pounds. 

Pounds. 

1 

.785 

12000 

13500 

15000 

4K 

15.90 

54000 

60750 

67500 

lVs 

.994 

13500 

15190 

16880 

4 K 

16.80 

55500 

62440 

69380 

IK 

1.227 

15000 

16880 

18750 

4K 

17.72 

57000 

64130 

71250 

IVs 

1.485 

16500 

18560 

20630 

4 % 

18.67 

58500 

65810 

73130 

IK 

1.767 

18000 

20250 

22500 

5 

19.64 

60000 

67500 

75000 

IK 

2.074 

19500 

21940 

24380 

5H 

20.63 

61500 

69190 

76880 

IK 

2.405 

21000 

23630 

26250 

5K 

21.65 

63000 

70880 

78750 

l H 

2.761 

22500 

25310 

28130 

5% 

22.69 

64500 

72560 

80630 

2 

3.142 

24000 

27000 

30000 

5K 

23.76 

66000 

74250 

82500 

2K 

3.547 

25500 

28690 

31880 

5K 

24.85 

67500 

75940 

84380 

2 K 

3.976 

27000 

30380 

33750 

5K 

25.97 

69000 

77630 

86250 

2K 

4.430 

28500 

32060 

35630 

5K 

27.11 

70500 

79310 

88130 

2K 

4.909 

30000 

33750 

37500 

6 

28.27 

72000 

81000 

90000 

2K 

5.412 

31500 

35440 

39380 

6K 

29.46 

73500 

82690 

91880 

2K 

5.940 

33000 

37130 

41250 

6M 

30.68 

75000 

84380 

93750 

2Vs 

6.492 

34500 

38810 

43130 

6K- 

31.92 

76500 

86060 

95630 

3 

7.069 

36000 

40500 

45000 

6 K 

33.18 

78000 

87750 

97500 

3K 

7.670 

37500 

42190 

46880 

6K 

34.47 

79500 

89440 

99380 

3 K 

8.296 

39000 

43880 

48750 

6M 

35.79 

81000 

91130 

101250 

Ws 

8.946 

40500 

45560 

50630 

m 

37.12 

82500 

92810 

103130 

3 K 

9.621 

42000 

47250 

52500 

7 

38.48 

84000 

94500 

105000 

3K 

10.32 

43500 

48940 

54380 

7K 

44.18 

90000 

101250 

112500 

3 K 

11.05 

45000 

50630 

56250 

8 

50.27 

96000 

108000 

120000 

3 K 

11.79 

46500 

52310 

58130 

8 K 

56.75 

102000 

114750 

127500 

4 

12.57 

48000 

54000 

60000 

9 

63.62 

108000 

121500 

135000 

4K 

13.36 

49500 

55690 

61880 

10 

78.54 

120000 

135000 

150000 

4K 

14.19 

51000 

57380 

63750 

11 

95.03 

132000 

148500 

165000 

4 % 

15.03 

52500 

59060 

65630 

12 

113.10 

144000 

162000 

180000 


Example. —The stress in the end post of a bridge is 250 000 pounds and the 
diameter of the pin is 5Required the total thickness of steel pin plates 
for a bearing value of 15 000 pounds per square inch. 

From the table the bearing value of a 5 %" pin in a 1" plate for 15 000 pounds 
unit stress is 84 380 pounds. Therefore the total thickness of metal required is 


250 000 
84 380 


2.96". 


The nearest commercial size would 
web and necessary reinforcing plates. 


therefore be IK" on each side, including 













































360 CAMBRIA STEEL. 


MAXIMUM BENDING MOMENTS ON PINS. 

With Extreme Fibre Stresses Varying from 15 000 to 25 000 
Pounds per Square Inch. 


Diameter 

Area of 

Moments in Inch-Pounds for Fibre Stresses of 

of 

Pin 











Pin in 

in Square 

15 000 Lbs. 

18 000 Lbs. 

20 000 Lbs. 

22 500 Lbs. 

25 000 Lbs. 



per 

per 

per 

per 

per 

Inches. 

Inches. 

Square Inch. 

Square Inch. 

Square Inch. 

Square Inch. 

Square Inch. 

1 

.785 

1470 • 

1770 

1960 

2210 

2450 

m 

.994 

2100 

2520 

2800 

3150 

3490 

l'A 

1.227 

2900 

3450 

3830 

4310 

4790 

m 

1.485 

3830 

4590 

5100 

5740 

6380 


1.767 

4970 

5960 

6630 

7460 

8280 

l S A 

2.074 

6320 

7580 

8430 

♦ • 9480 

10530 

1 % 

2.405 

7890 

9470 

10520 

11840 

13150 

VA 

2.761 

9710 

11650 

12940 

14560 

16180 

2 

3.142 

11780 

14140 

15710 

17670 

19630 

2Va 

3.547 

14130 

16960 

18840 

•21200 

23550 

2 l A 

3.976 

16770 

20130 

22370 

25160 

27960 

2^ 

4.430 

19730 

23670 

26300 

29590 

32880 

2'A 

4.909 

23010 

27610 

30680 

34510 

38350 

2Ya 

5.412 

26640 

31960 

35520 

39960 

44400 

2% 

5.940 

30630 

36750 

40830 

45940 

51040 

2Va 

6.492 

34990 

41990 

46660 

52490 

58320 

3 

7.069 

39730 

47680 

52970 

59600 

66220 

3y s 

7.670 

44940 

53930 

59920 

67410 

74900 

3 A 

8.296 

50550 

60660 

67400 

75830 

84250 

3 H 

8.946 

56610 

67940 

75480 

84920 

94350 

3'A 

9.621 

63140 

75770 

84180 

94710 

105230 

3 A 

10.321 

70150 

84180 

93530 

105220 

116910 

3 3 A 

11.045 

77660 

93190 

103540 

116490 

129430 

3Va 

11.793 

85690 

102820 

114250 

128530 

142810 

4 

12.566 

94250 

113100 

125660 

141370 

1570S0 

4H 

13.364 

103360 

124040 

137820 

155040 

172270 

4 M 

14.186 

113050 

135660 

150730 

169570 

188410 


15.033 

123320 

147980 

164420 

184980 

205530 

4 M 

15.904 

134190 

161030 

178920 

201290 

223650 

4H 

16.800 

145690 

174830 

194250 

218510 

242810 

4^ 

17.721 

157820 

189390 

210430 

236740 

263040 

4Ji 

18.665 

170580 

204740 

227490 

255920 

284360 

5 

19.635 

184080 

220890 

245440 

276120 

306800 

5 H 

20.629 

198230 

237880 

264310 

297350 

330390 

5H 

21.648 

213090 

255710 

284120 

319640 

355160 

5% 

22.691 

228680 

274420 

304910 

343020 

381130 

5 H 

23.758 

245010 

294010 

326680 

367510 

408350 

554 

24.850 

262100 

314510 

349460 

393140 

436830 

5M 

25.967 

279960 

335950 

373280 

419940 

466600 

5J4 

27.109 

298620 

358340 

398160 

447930 

497700 
























CAMBRIA STEEL. 361 


MAXIMUM BENDING MOMENTS ON PINS. 

With Extreme Fibre Stresses Varying from 15 000 to 25 000 
Pounds per Square Inch. 


Diameter 

of 

Pin in 

Inches. 

Area of 

Pin 

in Square 

Inches. 

Moments in Inch-Pounds for Fibre Stresses of 

15000 Lbs. 
per 

Square Inch. 

18000 Lbs. 
per 

Square Inch. 

20000 Lbs. 
per 

Square Inch. 

22500 Lbs. 
per 

Square Inch. 

25000 Lbs. 
per 

Square Inch. 

6 

28.274 

318090 

381700 

424120 

477130 

530140 

6H 

29.465 

338380 

406060 

451180 

507580 

563970 

6H 

30.680 

359530 

431430 

479370 

539290 

599210 

6 % 

31.919 

381530 

457840 

508710 

572300 

635890 

6 Vi. 

33.183 

404420 

485400 

539230 

606630 

674030 

6% 

34.472 

428200 

513840 

570940 

642300 

713670 

6 % 

35.785 

452900 

543480 

603870 

679350 

754830 

m 

37.122 

478530 

574240 

638040 

717800 

797550 

7 

38.485 

505110 

606130 

673480 

757660 

841850 

7 H 

39.871 

532650 

639190 

710210 

798980 

887760 

7 \i 

41.282 

561180 

673420 

748250 

841780 

935310 

m 

42.718 

590710 

708860 

787620 

886070 

984520 

7\4 

44.179 

621260 

745510 

828350 

931890 

1035440 

7V% 

45.664 

652850 

783410 

870460 

979270 

1088080 

7% 

47.173 

685480 

822580 

913980 

1028220 

1142470 

m 

48.707 

719190 

863030 

958920 

1078780 

1198650 

8 

50.265 

753980 

904780 

1005310 

1130970 

1256640 

8H 

51.849 

789880 

947860 

1053170 

1184820 

1316470 

8H 

53.456 

826900 

992280 

1102530 

1240350 

1378170 

8% 

55.088 

865060 

1038070 

1153410 

1297590 

1441760 

814 

56.745 

904370 

1085250 

1205830 

1356560 

1507290 

8% 

58.426 

944860 

1133830 

1259820 

1417290 

1574770 

8% 

60.132 

986510 

1183850 

1315390 

1479810 

1644240 

8% 

61.862 

1029430 

1235310 

1372570 

1544140 

1715710 

9 

63.617 

1073510 ' 

1288250 

1431390 

1610310 

1789240 

9H 

65.397 

1118900 

1342680 

1491860 

1678340 

1864830 

914, 

67.201 

1165510 

1398610 

1554010 

1748270 

1942520 

9 H 

69.029 

1213400 

1456080 

1617870 

1820100 

2022340 

914 

70.882 

1262590 

1515110 

1683450 

1893880 

2104310 

9 5 A 

72.760 

1313090 

1575700 

1750780 

1969630 

2188480 

9% 

74.662 

1364910 

1637900 

1819880 

2047370 

2274850 

9% 

76.590 

1418090 

1701700 

1890780 

2127130 

2363480 

10 

78.540 

1472620 

1767150 

1963500 

2208930 

2454370 

10J* 

82.516 

1585850 

1903020 

2114470 

2378780 

2643090 

1014 

86.590 

1704740 

2045690 

2272990 

2557120 

2841240 

iom 

90.763 

1829430 

2195320 

2439250 

2744150 

3049060 

ii 

95.033 

1960060 

2352070 

2613410 

2940090 

3266770 


99.402 

2096760 

2516110 

2795680 

3145140 

3494600 

ii y> 

103.869 

2239670 

2687610 

2986230 

3359510 

3732790 

12 " 

113.098 

2544690 

3053630 

3392920 

3817040 

4241150 























863 


CAMBRIA STEEL. 






DIMENSIONS OF 

BOLTS AND NUTS. 






Franklin Institute Standard. 




Bolts and Threads. 

Rough Nuts and Heads. 

Diameter of Bolt. 

Threads per Inch. 

Diameter at Root of 
Thread. 

Width of Flat 

Area of Bolt Body. 

Area of Bolt at Root 

of Thread. 

Short Diameter of 

Square and Hexagon. 

Long Diameter of 

Square. 

Long Diameter of 

Hexagon. 

Thickness of Nuts. 

Thickness of Heads. 

Ins. 

No. 

Ins. 

Ins. 

Sq. Ins. 

Sq. Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

Ins. 

1 

4 

20 

.185 

.0062 

.049 

.027 

1 

2 

.707 

.577 

1 

4 

1 

4 

5 

16 

18 

.240 

.0070 

.077 

.045 

19 

32 

,840 

.686 

16 

19 

6? 

3 

8 

16 

.294 

.0078 

.110 

.068 

11 

16 

.972 

.794 

3 

8 

11 

32 

7 

16 

14 

.344 

.0089 

.150 

.093 

25 

32 

1.105 

.902 

7 

1 6 

25 

64 

1 

2 

13 

.400 

.0096 

.196 

.126 

7 

8 

1.238 

1.010 

1 

2 

7 

16 

9 

16 

12 

.454 

.0104 

.249 

.162 

31 

32 

1.370 

1.119 

9 

1 6 

31 

6? 

5 

8 

11 

.507 

.0113 

.307 

.202 

1 16 

1.503 

1.227 

5 

8 

1 7 

3 2 

3 

4 

10 

.620 

.0125 

.442 

.302 

11 

1 4 

1.768 

1.443 

3 

4 

5 

8 

7 

8 

9 

.731 

.0140 

.601 

.420 

1_7_ 

1 16 

2.033 

1.660 

7 

8 

23 

3 2 

1 

8 

.837 

.0156 

.785 

.550 

15. 

1 8 

2.298 

1.876 

1 

13 

1 fi 

11 

7 

.940 

.0180 

.994 

.694 

113. 

1 16 

2.563 

2,093 

H 

29 

3 2 

I 1 

1 4 

7 

1.065 

.0180 

1.227 

.893 

2 

2.829 

2.309 

u 

1 

13. 

t 8 

6 

1.160 

.0210 

1.485 

1.057 

2 A 

2 f 

3.094 

2.526 

11 

1 8 


11 

1 2 

6 

1.284 

.0210 

1.767 

1.295 

3.359 

2.742 

1 * 

1 2 

1 3 

irg- 

14 

A 8 

51 

1.389 

.0227 

2.074 

1.515 

%T6 

2! 

3.624 

2.959 

11 

1 8 

1-9- 
l 3 2 

13 

14 

5 

1.490 

.0250 

2.405 

1.744 

3.889 

3.175 

If 

\i 

1 8 

13 

a 8 

5 

1.615 

.0250 

2.761 

2.048 

915 

^16 

3| 

4.154 

3.392 

11 

1 8 

115 

1 3 2 

2 

41 

1.712 

.0280 

3.142 

2.302 

4.420 

3.608 

2 

1& 

21 

41 

1.962 

.0280 

3.976 

3.023 

H 

4.950 

4.042 

2f 

2? 

If 

21 

4 

2.175 

.0310 

4.909 

3.715 

3| 

5.480 

4.475 

1 15 

A 16 

2 ! 

4 

2.425 

.0310 

5.940 

4.619 

4* 

6.011 

4.908 

2f 

2 i 

3 

31 

2.629 

.0357 

7.069 

5.428 

4f 

6.541 

5.341 

3 


31 

31 

2.879 

.0357 

8.296 

6.510 

5 

7.071 

5.774 

3f 

2 * 

31 

31 

3.100 

.0384 

9.621 

7.548 

5f 

7.602 

6.207 

3* 

3f 

2H 

3! 

3 

3.317 

.0410 

11.045 

8.641 

5f 

8.132 

6.640 

21 

4 

3 

3.567 

.0410 

12.566 

9.993 

6 | 

6| 

8.662 

7.073 

4 


41 

21 

3.798 

.0435 

14.186 

11.329 

9.193 

7.506 

4f 

3| 

41 

21 

4.028 

.0460 

15.904 

12.743 

6 | 

9.723 

7.939 

4* 

3^ 

41 

2 f 

4.255 

.0480 

17.721 

14.220 

7f 

10.253 

8.372 

4f 

3f 

5 

21 

4.480 

.0500 

19.635 

15.763 

75 

10.784 

8.805 

5 

3ff 

51 

21 

4.730 

.0500 

21.648 

17.572 

8 

11.314 

9.238 

5f 

4 

51 

2f 

4.953 

.0526 

23.758 

19.267 

8 f 

11.844 

9.671 

6* 

4^ 

4f 

51 

21 

5.203 

.0526 

25.967 

21.262 

8 f 

12.375 

10.104 

5f 

6 

21 

5.423 

.0555 

28.274 

23.098 

H 

12.905 

10.537 

6 

4 _?_ 

^16 








































CAMBRIA STEEL. 363 

RULES FOR PROPORTIONS OF BOLTS AND 

NUTS. 

Franklin Institute Standard. 



The dimensions of nuts and bolts are determined by the 
following rules, which apply to both square and hexagon. 

Short diameter of rough nut = 1|X diameter of bolt + f in. 

Short diameter of finished nut = X diameter of bolt + 

A m - 

Thickness of rough nut = diameter of bolt. 

Thickness of finished nut = diameter of bolt - ^ in. 

Short diameter of rough head = 1| X diameter of bolt + i in- 

Short diameter of finished head = 1| X diameter of bolt + 
^ in. 

Thickness of rough head = \ of short diameter of head. 

Thickness of finished head = diameter of bolt — ^ in. 

In 1864, a committee of the Franklin Institute recommended 
the above system of screw threads and bolts which was devised 
by Mr. William Sellers, of Philadelphia. This system as far 
as it relates to screw threads is generally U9ed in the United 
States, but the proportions of bolt heads and nuts are not 
adhered to because the sizes of bar required to make the nuts 
are special and extra work is necessary to make the bolt heads. 
Sizes of nuts and bolt heads in accordance with the Manufacturers' 
Standard are given on pages 369, 370 and 371. 




















364 


CAMBRIA STEEL. 


WEIGHTS OF 100 MACHINE BOLTS WITH 
SQUARE HEADS AND HEXAGON NUTS. 

Franklin Institute Standard Sizes. 

Basis—1 cubic foot Iron = 480 pounds. 

Diameter of Bolts in Inches. 


Inches. 

i 

A 

1 

16 

i 

9 

16 

f 

m 

4.9 

8.2 

12.2 

17.5 

24.0 

31.8 

41.1 

IK 

5.3 

8.7 

13.0 

18.5 

25.3 

33.5 

43.2 

2 

5.6 

9.2 

13.8 

19.6 

26.7 

35.2 

45.3 

2 K 

6.0 

9.8 

14.5 

20.6 

28.1 

37.0 

47.5 

2'A 

6.3 

10.3 

15.3 

21.6 

29.4 

38.7 

49.6 

2K 

6.6 

10.8 

16.1 

22.7 

30.8 

40.4 

51.7 

3 

7.0 

11.4 

16.8 

23.7 

32.1 

42.1 

53.9 

3A 

7.3 

11.9 

17.6 

24.8 

33.5 

43.9 

56.0 

3'A 

7.7 

12.4 

18.4 

25.8 

34.9 

45.6 

58.1 

3K 

8.0 

13.0 

19.1 

26.9 

36.2 

47.3 

60.3 

4 

8.3 

13.5 

19.9 

27.9 

37.6 

49.0 

62.4 

4H 

9.0 

14.6 

21.4 

30.0 

40.3 

52.5 

66.6 

5 

9.7 

15.6 

23.0 

3ft 1 

43.0 

55.9 

70.9 

5'A 

10.4 

16.7 

24.5 

34.2 

45.8 

59.4 

75.2 

6 

11.1 

17.8 

26.0 

36.2 

48.5 

62.8 

79.4 

6A 

11.7 

18.8 

27.6 

38.3 

51.2 

66.3 

83.7 

7 

12.4 

19.9 

29.1 

40.4 

53.9 

69.7 

87.9 

m 

13.1 

21.0 

30.6 

42.5 

56.7 

73.2 

92.2 

8 

13.8 

22.0 

32.2 

44.6 

59.4 

76.6 

96.5 

VA 

14.5 

23.1 

33.7 

46.7 

62.1 

80.1 

100.7 

9 

15.1 

24.2 

35.3 

48.8 

64.8 

83.5 

105.0 

VA 

15.8 

25.2 

36.8 

50.8 

67.6 

87.0 

109.2 

10 

16.5 

26.3 

38.3 

52.9 

70.3 

90.4 

113.5 

10 M 

17.2 

27.4 

39.9 

55.0 

73.0 

93.9 

117.8 

11 

17.9 

28.4 

41.4 

57.1 

75.7 

97.3 

122.0 

11^ 

18.5 

29.5 

42.9 

59.2 

78.5 

100.8 

126.3 

12 


30 5 

44.5 

61.3 

81.2 

104.2 
107.7 
111 1 

130.5 

134.8 

139.1 
143 3 

147.6 

151.8 

156.1 

160.4 

164.6 

168.9 

173.1 

177.4 

181.7 

185.9 

190.2 

194.4 

198.7 

12H 


31.6 

46.0 

63.3 

83.9 

13 


32.7 

47.5 

65.4 

86.6 

13K 

14 


33.7 

49.1 

67.5 

89.4 

114.6 

118 0 


50.6 

69.6 

92.1 

14 y 2 



52.1 

71.7 

94.8 

121.5 

124.9 

128.4 

131 8 

15 



53.7 

73.8 

97.5 

15H 

16 



55.2 

75.9 

100.3 



77.9 

103.0 

16 H 




80.0 

105.7 

135 3 

17 




82.1 

108.4 

138.7 
142 2 

17A 




84.2 

111.2 

18 




113.9 

145.6 

149 1 

18 H 





116.6 

19 





119.3 

152.5 

156.0 

159.4 

19H 





122.1 

20 




• 

124.8 

One inch in length of 100 Bolts. 

1.36 

2.13 

3.07 

4.18 

5.45 

6.90 

8.52 

To obtain Weights with Square) 
Nuts per 100 : Add. j 

.23 

.41 

.66 

.99 

1.42 

1.96 

2.62 

Weight of one Hexagon Nut. 

.0116 

.020 

.031 

.046 

.065 

.088 

.117 

Weight of one Hexagon Head. 

.0150 

.025 

.039 

.057 

.081 

.109 

.144 

Weight of one Square Nut. 

.0139 

.024 

.038 

.056 

.066 

.079 

.093 

.108 

.126 

.143 

.167 

Weight of one Square Head. 

.0173 

.029 

.045 


All weights are approximate 











































































CAMBRIA STEEL. 


365 


WEIGHTS OF 100 MACHINE BOLTS WITH 
SQUARE HEADS AND HEXAGON NUTS. 

Franklin Institute Standard Sizes. 

Basis—1 cubic foot Iron = 480 pounds. 


Diameter of Bolt in Inches. 


Inches. 

1 

4 

1 

1 

li 

li 

If 

li 

1A 

64.5 

95.2 

134 

182 

240 

309 

390 

m 

67.6 

99.4 

140 

189 

248 

319 

402 

2 

70.6 

103.5 

145 

196 

257 

329 

414 

2H 

73.7 

107.7 

150 

203 

265 

340 

426 

214 

76.8 

111.9 

156 

210 

274 

350 

439 

2% 

79.8 

116.1 

161 

216 

282 

360 

451 

3 

82.9 

120.2 

167 

223 

291 

371 

463 

m 

86.0 

124.4 

172 

230 

300 

381 

475 

3)4 

89.1 

128.6 

178 

237 

308 

391 

488 

3% 

92.1 

132.8 

183 

244 

317 

402 

500 

4 

95.2 

136.9 

189 

251 

325 

412 

512 

4 A 

101.3 

145.3 

199 

265 

342 

432 

537 

5 

107.4 

153.6 

210 

279 

359 

453 

561 

5A 

113.6 

162.0 

221 

292 

376 

474 

586 

6 

119.7 

170.3 

232 

306 

393 

494 

610 

6 M 

125.9 

178.7 

243 

320 

410 

515 

635 

7 

132.0 

187.0 

254 

334 

427 

536 

659 

7 A 

138.1 

195.4 

265 

348 

444 

556 

684 

8 

144.3 

203.7 

276 

361 

461 

577 

709 

8)4 

150.4 

212.1 

287 

375 

478 

597 

733 

9 

156.5 

220.4 

298 

389 

495 

618 

758 

9)4 

162.7 

228.8 

308 

402 

513 

639 

782 

10 

168.8 

237.1 

319 

417 

530 

659 

807 

ioh 

174.9 

245.5 

330 

430 

547 

680 

831 

li 

181.1 

253.8 

341 

444 

564 

701 

856 

11 A 

187.2 

262.2 

352 

458 

581 

721 

880 

12 

193.3 

270.5 

363 

472 

598 

742 

905 

12)4 

199.5 

278.9 

374 

486 

615 

762 

929 

13 

205.6 

287.2 

385 

499 

632 

783 

954 

13'A 

211.7 

295.6 

396 

513 

649 

804 

978 

14 

217.9 

303.9 

407 

527 

666 

824 

1003 

UA 

224.0 

312.3 

417 

541 

683 

845 

1027 

15 

230.1 

320.6 

428 

555 

700 

866 

1052 

15 A 

236.3 

329.0 

439 

568 

717 

886 

1077 

16 

242.4 

337.3 

450 

582 

734 

907 

1101 

16 H 

248.5 

345.7 

461 

596 

751 

927 

1126 

17 

254.7 

354.0 

472 

610 

768 

948 

1150 

17A 

260.8 

362.4 

483 

624 

785 

969 

1175 

18 

266.9 

370.7 

494 

637 

802 

989 

1199 

18A 

273.1 

379.1 

505 

651 

819 

1010 

1224 

19 

279.2 

387.4 

516 

665 

836 

1031 

1248 

19A 

285.3 

395.8 

526 

679 

853 

1051 

1273 

20 

291.5 

404.1 

537 

693 

870 

1072 

1297 

One inch in length of 100 Bolts. . 

12.27 

16.70 

21.82 

27.61 

34.09 

41.25 

49.09 

To obtain Weights with Square) 
Nuts per 100 : Add./ 

4.35 

6.72 

9.81 

13.73 

18.57 

24.42 

31.42 

Weight of one Hexagon Nut.___ 

.190 

.289 

.417 

.579 

.777 

1.016 

1.299 

Weight of one Hexagon Head. 

.235 

.357 

.516 

.616 

.962 

1.Z59 

1.611 

Weight of one Square Nut. 

.234 

.356 

.515 

.716 

.963 

1.260 

1.614 

Weight of one Square Head. 

.271 

.412 

.596 

.827 

1.111 

1.453 

1.860 


All weights are approximate. 

























































366 CAMBRIA STEEL. 


WEIGHTS OF 100 MACHINE BOLTS WITH 
SQUARE HEADS AND NUTS. 

WROUGHT IRON. 

Manufacturers’ Standard Sizes. 

Basis—Hoopes & Townsend’s List. 


Length under Head | Diameter of Bolt in Inches. 


to Point. 


Inches. 

1 

4 

A 

1 

1^6 

* 

15 

f 


m 

3.4 

6.0 

9.2 

13.6 

19.1 

26.0 

33.8 

55.3 

2 

4.1 

7.1 

10.8 

15.7 

21.8 

29.5 

38.1 

61.5 

2 ^ 

4.8 

8.2 

12.3 

17.8 

24.6 

33.0 

42.4 

67.7 

3 

5.5 

9.2 

13.8 

19.9 

27.4 

36.5 

46.7 

73.9 

3H 

6.2 

10.3 

15.3 

21.8 

29.8 

40.0 

51.0 

80.1 

4 

6.9 

11.4 

16.9 

24.0 

V 2.6 

43.5 

55.4 

86.3 

4H 

7.5 

12.4 

18.4 

26.1 

35.4 

46.7 

59.3 

92.1 

5 

8.2 

13.5 

19.9 

28.2 

38.1 

50.2 

63.6 

98.3 

5H 

8.9 

14.6 

21.5 

30.3 

40.9 

53.7 

67.9 

104.5 

6 

9.6 

15.6 

23.0 

32.4 

43.7 

57.2 

72.3 

110.7 

6 X 

10.3 

16.7 

24.6 

34.5 

46.4 

60.7 

76.6 

116.9 

7 

11.0 

17.8 

26.1 

36.6 

49.2 

64.2 

80.9 

123.1 

7 l A 

11.7 

18.9 

27.7 

38.8 

51.9 

67.6 

85.2 

129.4 

8 

12.4 

20.0 

29.2 

40.9 

54.7 

71.1 

89.5 

135.6 

9 

13.7 

22.1 

32.4 

44.9 

60.0 

77.8 

97.8 

147.5 

10 

15.1 

24.3 

35.5 

49.1 

65.5 

84.8 

106.4 

160.0 

11 

16.5 

26.4 

38.6 

53.4 

71.0 

91.8 

115.1 

172.4 

12 

17.9 

28.6 

41.7 

57.6 

76.5 

98.8 

123.7 

184.8 

13 

19.3 

30.7 

44.8 

61.8 

82.0 

105.5 

132.0 

197.2 

14 

20.6 

32.9 

47.9 

66.0 

87.6 

112.5 

140.6 

209.7 

15 

22.0 

35.1 

51.0 

70.3 

93.1 

119.5 

149.2 

222.1 

16 

23.4 

37.2 

54.1 

74.5 

98.6 

126.4 

157.9 

234.5 

17 

24.8 

39.4 

57.2 

78.7 

104.1 

133.4 

166.5 

246.9 

18 

26.2 

41.5 

60.3 

82.9 

109.7 

140.4 

175.1 

259.4 

19 

27.5 

43.7 

63.4 

87.2 

115.2 

147.4 

183.7 

271.8 

20 

28.9 

45.8 

66.5 

91.4 

120.7 

154.4 

192.4 

284.2 

21 

30.3 

48.0 

69.6 

95.6 

126.2 

161.4 

201.0 

296.6 

22 

31.7 

50.2 

72.7 

99.9 

131.7 

168.4 

209.6 

309.1 

23 

33.1 

52.3 

75.8 

104.1 

137.3 

175.4 

218.3 

321.5 

24 

34.4 

54.5 

78.9 

1C8.3 

142.8 

182.4 

226.9 

333.9 

25 

35.8 

56.6 

82.1 

112.5 

148.3 

189.3 

235.5 

346.3 


























CAMBRIA STEEL. 


367 


WEIGHTS OF 100 MACHINE BOLTS WITH 
SQUARE HEADS AND NUTS. 

WROUGHT IRON. 

Manufacturers’ Standard Sizes. 

Basis—Hoopes & Townsend’s List. 


Length under Head 
to Point. 

Inches. 

Diameter of Bolt in Inches. 

7 

¥ 

1 

H 

li 

If 

u 

li 

2 

1U 

83.4 








2 

91.8 

129.0 

184.5 






2 y 2 

99.7 

140.1 

198.4 

264.8 





3 

108.1 

151.1 

212.4 

282.0 

350 

470 



3U 

116.6 

162.2 

226.4 

299.3 

370 

495 



4 

125.0 

173.2 

240.4 

316.6 

390 

520 

720 


4H 

132.9 

182.7 

253.3 

332.6 

410 

525 

753 


5 

141.3 

193.7 

267.3 

349.9 

430 

570 

786 

1180 

5 M 

149.8 

204.8 

281.2 

367.1 

450 

595 

820 

1225 

6 

158.2 

215.8 

295.2 

384.4 

470 

620 

854 

1270 

&A 

166.7 

226.9 

309.2 

401.6 

490 

645 

888 

1315 

7 

175.1 

237.9 

323.2 

418.9 

510 

670 

922 

1316 

1A 

183.6 

248.9 

337.2 

436.2 

530 

695 

956 

1405 

8 

192.0 

260.0 

351.1 

453.4 

550 

725 

990 

1450 

9 

208.3 

281.3 

377.0 

486.7 

590 

775 

1058 

1540 

10 

225.2 

303.3 

404.9 

521.2 

630 

825 

1126 

1630 

11 

242.2 

325.5 

432.9 

555.8 

670 

875 

1194 

1720 

12 

259.1 

347.6 

460.8 

590.3 

710 

925 

1262 

1810 

13 

276.0 

369.6 

488.8 

624.8 

751 

975 

1330 

1900 

14 

292.9 

391.7 

516.7 

659.3 

793 

1025 

1398 

1990 

15 

309.8 

413.8 

544.7 

693.8 

835 

1075 

1468 

2080 

16 

326.7 

435.9 

572.7 

728.3 

877 

1125 

1536 

2170 

17 

343.6 

458.0 

600.6 

762.8 

919 

1175 

1604 

2260 

18 

360.5 

480.1 

628.6 

797.4 

961 

1225 

1672 

2350 

19 

377.5 

502.2 

656.5 

831.9 

1003 

1275 

1740 

2440 

20 

394.4 

524.3 

684.5 

866.4 

1045 

1325 

1808 

2530 

21 

411.3 

546.4 

712.4 

900.9 

1087 

1375 

1876 

2620 

22 

428.2 

568.4 

740.4 

935.4 

1129 

1425 

1944 

2710 

23 

445.1 

590.5 

768.3 

969.9 

1171 

1475 

2012 

2800 

24 

462.0 

612.6 

796.3 

1004.5 

1213 

1525 

2080 

2890 

25 

478.9 

634.7 

824.3 

1039.0 

1255 

1575 

2148 

2980 


Bolts from \y% Inch to 2 inches, inclusive, are fitted with nuts made to U. S. 
Standard. 









































368 CAMBRIA STEEL. 


WEIGHTS OF 100 ROUND-HEADED RIVETS OR 
ROUND-HEADED BOLTS WITHOUT NUTS. 

WROUGHT IRON. 

Basis — 1 cubic foot Iron = 480 pounds. 


Length under Head to Point. 

Inches. 

Diameter of Rivet in Inches. 

t 

* 

f 

f 

i 

1 

1 * 

1 

4.7 

9.3 

16.0 

25.2 

37.2 

52.6 

71.3 

IK 

5.5 

10.7 

18.1 

28.3 

41.3 

58.0 

78.2 

IK 

6.2 

12.1 

20.2 

31.3 

45.5 

63.5 

85.1 

IK 

7.0 

13.4 

22.4 

34.4 

49.7 

68.9 

92.0 

2 

7.8 

14.8 

24.5 

37.5 

53.9 

74.4 

98.9 

2K 

8.5 

16.2 

26.6 

40.5 

58.0 

79.8 

105.8 

2K 

9.3 

17.5 

28.8 

43.6 

62.2 

85.3 

112.7 

2K 

10.1 

18.9 

30.9 

'46.7 

66.4 

90.7 

119.6 

3 

10.8 

20.3 

33.0 

49.8 

70.6 

96.2 

126.5 

3K 

11.6 

21.6 

35.1 

52.8 

74.7 

101.6 

133.4 

3 K 

12.4 

23.0 

37.3 

55.9 

78.9 

107.1 

140.3 

3 X 

13.1 

24.3 

39.4 

59.0 

83.1 

112.6 

147.2 

4 

13.9 

25.7 

41.5 

62.0 

87.3 

118.0 

154.1 

4 K 

14.7 

27.1 

43.7 

65.1 

91.4 

123.5 

161.0 

4K 

15.4 

28.4 

45.8 

68.2 

95.6 

128.9 

167.9 

4K 

16.2 

29.8 

47.9 

71.2 

99.8 

134.4 

174.8 

5 

17.0 

31.2 

50.1 

74.3 

104.0 

139.8 

181.7 

5K 

17.7 

32.5 

52.2 

77.4 

108.2 

145.3 

188.6 

5K 

18.5 

33.9 

54.3 

80.4 

112.3 

150.7 

195.6 

5K 

19.3 

35.3 

56.4 

83.5 

116.5 

156.2 

202.5 

6 

20.0 

36.6 

58.6 

86.6 

120.7 

161.6 

209.4 

6K 

20.8 

38.0 

60.7 

89.6 

124.8 

167.1 

216.3 

6K 

21.6 

39.3 

62.8 

92.7 

129.0 

172.5 

223.2 

6K 

22.3 

40.7 

65.0 

95.8 

133.2 

178.0 

230.1 

7 

23.1 

42 1 

67.1 

98.8 

137.4 

183.5 

237.0 

7K 

23.9 

43.4 

69.2 

101.9 

141.6 

188.9 

243.9 

7K 

24.6 

44.8 

71.4 

105.0 

145.7 

1944 

250.8 

7K 

25.4 

46.2 

73.5 

108.0 

149.9 

199.8 

257.7 

8 

26.2 

47.5 

75.6 

111.1 

154.1 

205.3 

264.6 

8K 

27.7 

50.2 

79.9 

117.2 

162.4 

216.2 

278.4 

9 

29.2 

53.0 

84.1 

123.4 

170.8 

227.1 

292.2 

9K 

30.8 

55.7 

88.4 

129.5 

179.1 

238.0 

306.0 

10 

32.3 

58.4 

92.7 

135.6 

187.5 

248.8 

319.8 

iok 

33.8 

61.2 

96.9 

141.8 

195.8 

259.8 

333.6 

n 

35.4 

63.9 

101.2 

147.9 

204.2 

270.7 

347.4 

UK 

36.9 

66.6 

105.4 

154.1 

212.5 

281.6 

361.2 

12 

38.4 

69.3 

109.7 

160.2 

220.9 

292.5 

375.0 

One inch in length of 100 Rivets 

3.07 

5.45 

8.52 

12.27 

16.70 

21.82 

27.61 

Weight of 100 Rivet Heads. 

1.78 

4.82 

9.95 

16.12 

24.29 

34.77 

47.67 































CAMBRIA STEEL. 369 


WEIGHTS AND DIMENSIONS OF BOLT HEADS. 


MANUFACTURERS’ STANDARD SIZES. 
Basis—Hoopes & Townsend’s List. 


Diameter 

Square. 

Hexagon. 

of 

Bolt. 

Short 

Long 

Thickness. 

Weight 

Short 

Long 

Thickness. 

Weight 

Diameter. 

Diameter. 


per 100. 

Diameter. 

Diameter. 


per 100. 

Inches. 

Inches 

Inches. 

Inch. 

Pounds. 

Inches. 

Inches. 

Inches. 

Pounds. 

1 

4 

3 

8 

.530 

3 

16 

.7 

3 

8 

.433 

3 

16 

.6 

5 

16 

15 

32 

.664 

1 5 

6$ 

1.4 

15 

32 

.541 

1 5 

6? 

1.2 

3 

8 

9 

16 

.795 

9 

32 

2.5 

9 

16 

.670 

9 

32 

2.2 

JL. 

16 

21 

32 

.928 

21 

6¥ 

4.0 

21 

32 

.758 

21 

f? 

3.4 

1 

2 

3 

4 

1.061 

3 

8 

5.9 

3 

4 

.866 

3 

8 

5.1 

9 

16 

27 

32 

1.193 

n 

8.4 

27 

32 

.974 

2 7 

ft 

7.3 

5 

8 

15 

16 

1.326 

15 

32 

11.5 

15 

16 

1.083 

15. 

32 

10.0 

3 

4 

1 A 

A 8 

1.591 

9 

16 

19.9 

H 

1.299 

9 

lW 

17.3 

7 

8 

1_5_ 

A 16 

1.856 

21 

32 

31.1 


1.516 

21 

32 

27.4 

1 

11 

A 2 

2.122 

3 

4 

47.3 

11 

1 2 

1.733 

3 

4 

42.0 

H 

111 

A 16 

2.386 

27 

32 

67.3 

1 11 

1 16 

1.944 

27 

32 

58.3 

H 

If 

2.652 

15 

16 

92.3 

If 

2.166 

15. 

16 

80.0 

U 

2* 

2.917 

1 JL 

1 32 

122.8 

2^6 

2.383 

1 

A 3 2 

106.5 

H 

2f 

3.182 

A 8 

159.5 

2f 

2.599 

1 A 

A 8 

138.2 

if 

2ie 

3.447 

1 JL. 
a 32 

202.7 

2^ 

2.818 

1 JL. 

A 3 2 

175.7 

H 

2f 

3.712 

1_5_ 

A 16 

253.2 

2f 

3.032 

11 

1 16 

219.5 

* 8 

013 

^16 

3.977 

I JL3 

1 3 2 

311.5 

013 

^16 

3.349 

111 

A 3 2 

269.8 

2 

3 

4.243 

I 1 

A 2 

378.0 

3 

3.464 

1 A 

A 2 

327.6 



































370 CAMBRIA STEEL. 


WEIGHTS AND DIMENSIONS OF HEXAGON 

NUTS. 

MANUFACTURERS’ STANDARD SIZES. 


Basis—Hoopes & Townsend’s List. 


> 




Diameter 

Plain. 

Cupped. 

Diameter 









Short 

Long 


of 





of 

Diameter. 

Diameter. 

Thickness. 

Rough 

Weight 

Number 

Weight 

Number 

Bolt. 




Hole. 

per 100. 

in 100 

per 100. 

in 100 







Pounds. 


Pounds. 

Inches. 

Inches. 

Inches. 

Inches. 

Inch. 

Pounds. 


Pounds. 


i 

1 

2 

.578 

l 

4 

7 

32 

1.3 

7800 

1.2 

» 

8500 


5 

8 

.722 

5 

16 

9 

32 

2.3 

4440 

2.1 

4790 

3 

8 

3 

4 

.866 

3 

8 

11 

32 

4.3 

2330 

4.0 

2510 


7 

8 

1.011 

T¥ 

13 

32 

7.0 

1430 

6.3 

1580 

1 

2 

7 

8 

1.011 

1 

2 

7 

16 

7.5 

1330 

6.9 

1440 

1 

2 

1 

1.155 

1 

2 

7 

16 

9.9 

1010 

9.2 

1090 

1 

2 

1 

1.155 

9 

16 

7 

16 

10.8 

930 

10.2 

980 

9 

16 

if 

1.299 

9 

16 

1 

2 

13.7 

730 

12.5 

800 

5 

8 

if 

1.299 

5 

8 

9 

16 

15.9 

630 

15.2 

660 

5 

8 

if 

1.299 

3 

4 

9 

16 

17.9 

560 

17.0 

588 

5 

8 

if 

1.444 

5 

8 

9 

16 

19.5 

514 

18.5 

541 

5 

8 

if 

1.444 

3 

4 

9 

16 

23.0 

435 

21.7 

460 

3 

4 

. 11 

1 4 

1.444 

3 

4 

21 

32 

22.2 

450 

20.6 

485 

3 

4 

i 3 
is 

1.588 

3 

4 

21 

32 

26.6 

376 

25.4 

394 

3 

4 

i 3 
*8 

1.588 

7 

S 

21 

~32 

30.3 

330 

28.8 

347 

3 

4 

11 

1 2 

1.733 

3 

4 

21 

32 

34.5 

290 

32.3 

310 

3 

4 

H 

1.733 

7 

s 

21 

32 

40.0 

250 

37.6 

266 

7 

8 

H 

1.733 

7 

8 

25 

32 

37.7 

265 

35.3 

283 

7 

8 

H 

1.733 

1 

25 

32 

45.9 

218 

43.5 

230 

8 

'll 

a 8 

1.877 

7 

8 

25 

32 

45.3 

221 

42.6 

235 

7 

8 

1 5 
is 

1.877 

1 

25 

32 

50.8 

197 

47.6 

210 

1 

I 1 

a 4 

2.021 

1 

7 

8 

57.5 

174 

53.8 

186 

1 

I 1 

a 4 

2.021 

11 

x 8 

7 

8 

63.7 

157 

59.5 

168 

H 

2 

2.309 

11 

a 4 

15 

1 6 

100.0 

100 

90.9 

110 

if 

2f 

2.599 

If 

1 _i_ 

1 16 

138.9 

72 

126.6 

79 

If 

2f 

2.888 

If 

llT 

185.2 

54 

169.5 

59 

if 

2f 

3.176 

15 

i 8 

1^ 

243.9 

41 

222.2 

45 

if 

3 

3.464 

I 3 

a 4 

Its 

333.3 

30 

303.0 

33 

If 

3f 

3.754 

1 7 
is 

1* 

408.2 

24| 

370.4 

27 

If 

3f 

4.043 

2 

m 

493.8 

20f 

459.8 

21f 

2 

3f 

4.043 

2 

iff 

487.8 

20f 

454.5 

22 

2 

3f 

4.043 

2f 

iff 

512.8 

19f 

487.8 

20! 




































CAMBRIA STEEL. 371 


WEIGHTS AND DIMENSIONS OF SQUARE 

NUTS. 

MANUFACTURERS’ STANDARD SIZES. 


Basis—Hoopes & Townsend’s List. 


Diameter 




Diameter 

Plain. 

Cupped. 

of 

Short 

Diameter. 

Long 

Diameter. 

Thickness. 

of 

Rough 

Weight 

Number 

Weight 

Number 

Bolt. 




Hole. 

per 100. 

in 100 

per 100. 

in 100 

Inches. 

Inches. 

Inches. 

Inches. 

Inch. 

Pounds. 

Pounds. 

Pounds. 

Pounds. 

1 

4 

1 

2 

.707 

i 

4 

7 

32 

1.5 

6750 

1.4 

7200 

5 

16 

5 

8 

.884 

5 

16 

9 

33 

2.8 

3540 

2.5 

4000 

3 

8 

3 

4 

1.061 

3 

8 

11 

32 

4.8 

2100 

4.2 

2380 

7 

16 

7 

8 

1.237 

7 

16 

13 

32 

7.5 

1330 

6.8 

1460 

1 

2 

7 

8 

1.237 

1 

2 

7 

16 

8.9 

1120 

8.1 

1230 

f 

1 

1.414 

1 

2 

7 

16 

11.9 

840 

10.8 

930 

9 

16 

I 1 

a 8 

1.591 

9 

16 

1 

2 

15.4 

650 

14.3 

700 

5 

8 

H 

1.591 

5 

8 

9 

16 

17.3 

575 

16.1 

620 

5 

8 

if 

1.768 

5 

8 

9 

IW 

23.0 

435 

21.1 

475 

3 

4 

if 

1.768 

3 

4 

21 

32 

27.8 

360 * 

25.0 

400 

3 

4 

12 

A 8 

1.945 

3 

4 

21 

32 

31.7 

315 

29.0 

345 

3 

4 

I i 

A 2 

2.122 

3 

4 

21 

32 

41.0 

244 

37.0 

270 

7 

8 

11 

A 2 

2.122 

7 

8 

2 5 

32 

46.5 

215 

41.7 

240 

7 

8 

12 

A 8 

2.298 

7 

8 

25 

32 

55.6 

180 

48.8 

205 

7 

8 

12 

A 4 

2.475 

7 

8 

25 

32 

61.3 

163 

54.6 

183 

1 

If 

2.475 

1 

7 

8 

70.9 

141 

64.1 

156 

1 

2 

2.828 

1 

7 

8 

95.2 

105 

87.0 

115 

11 

A 8 

2 

2.828 

H 

15 

16 

102.0 

98 

94.3 

106 

H 

2f 

3.182 

H 

15 

16 

135.1 

74 

123.5 

81 

if 

2f 

3.182 

if 

1_L. 

A 16 

156.3 

64 

142.9 

70 

if 

2f 

3.536 

i 1 

A 4 

1_L 

1 16 

192.3 

52 

175.4 

57 

If 

2f 

3.889 

12 

A 8 

1 _2_ 

A 1 6 

250.0 

40 

227.3 

44 

i 1 

A 2 

3 

4.243 

If 

1-5- 

1 16 

307.7 

32* 

285.7 

35 

If 

3f 

4.597 

If 

1-2- 

1 16 

454.5 

22 

400.0 

25 

If 

3f 

4.950 

13 

A 4 

1 -2- 
A 16 

555.6 

18 

500.0 

20 

* 8 

3f 

5.303 

1 1 

A 8 

111 

1 16 

666.7 

15 

625.0 

16 

2 

4 

5.657 

2 

113. 

A 16 

816.3 

12f 

784.3 

12f 
































372 CAMBRIA STEEL. 


UPSET SCREW ENDS FOR ROUND BARS. 



Diameter 

Area 

Diameter 

Length 

Area 




Eicess of 

of 

of 

of 

of 

at 

Number 

Weight 

Add 

Area at Root 

Bar. 

Body 

of 

Screw. 

Upset. 

Root 

of 

of 

Threads 

per Foot 
of Bar. 

for 

Upset 

of Thread 
Over that of 




A 

Bar. 

B 

G 

Thread. 

per 


Body of Bar. 





Inch. 




Inch. 

Sq. Ins. 

Inches. 

Inches. 

Sq. Ins. 


Pounds. 

Inches. 

Per Cent. 

1 

2 

.196 

3 

1 

4 

4f 

.302 

10 

.668 

61 

54 

9 

re 

.249 

4f 

.302 

10 

, ,845 

4f 

51 

21 

5 

8 

.307 

7 

8 

41 

.420 

9 

1.043 

37 

11 

16 

.371 

1 

41 

.550 

8 

1.262 

6f 

48 

3 

4 

.442 

1 

41 

.550 

8 

1.502 

41 

25 

13 

16 

.519 

11 

•*8 

4f 

.694 

7 

1.763 

61 

34 

7 

8 

.601 

U 

4f 

.893 

7 

2.044 

6f 

49 

1A 

16 

.690 

H 

4f 

.893 

7 

2.347 

41 

29 

1 

.785 

1 8 

5 

1.057 

6 

2.670 

5f 

35 


.887 

12 

*8 

5 

1.057 

6 

3.014 

4f 

19 

H 

.994 

H 

5 

1.295 

6 

3.379 

4f 

30 

liw 

1.108 

H 

5 

1.295 

6 

3.766 

3f 

17 

if 

1.227 

17 

1 8 

5f 

1.515 

51 

4.173 

41 

23 

1A- 

1.353 

17 

I4 

5f 

1.744 

5 

4.600 

5 

29 

if 

1.485 

17 

14 

5f 

1.744 

5 

5.049 

4 

18 

iff 

1.623 

17 

18 

Bl 

2.048 

5 

5.518 

4f 

26 

H 

1.767 

2 

51 

2.302 

41 

6.008 

6f 

30 

1_9_ 

■*■16 

1.918 

2 

51 

2.302 

41 

41 

6.520 

41 

20 

H 

2.074 

21 

5f 

2.650 

7.051 

5 

28 

Iff 

2.237 

2f 

5f 

2.650 

41 

7.604 

4f 

18 

If 

2.405 

2f 

5f 

3.023 

41 

8.178 

4f 

26 

Iff 

2.580 

2f 

5f 

3.023 

41 

8.773 

4 

17 

17. 

A 8 

2.761 

2f 

6 

3.419 

41 

9.388 

41 

24 

114 

1 16 

2.948 

2f 


3.715 

4 

10.020 

5 

26 


Lengths of Upset Ends above are best adapted for use with Turnbuckles of 
standard length, six inches between heads, as shown on page 378, and with 
Clevises shown on page 380. Lengths of Upset Ends for use with ordinary Right 
and Left Nuts, shown on page 379 may be one inch shorter than above. 










































































CAMBRIA STEEL. 


373 


UPSET SCREW ENDS FOR ROUND BARS. 



Diameter 

Area 

Diameter 

Length 

Area 




Eicess of 

of 

of 

of 

of 

Upset. 

at 

Number 

Weight 

Add 

Area at Root 

Bar. 

Body 
of ' 
Bar. 

Screw. 

Root 

of 

Thread. 

of 

Threads 

per 

Inch. 

per foot 
of Bar. 

for 

Upset. 

of Thread 
Over that of 
Body of Bar. 


A 

B 

G 

Inches. 

Sq. Ins. 

Inches. 

Inches. 

Sq. Ins. 


Pounds. 

Inches. 

Per Cent. 

2 

3.142 

21 

2! 

6 

3.715 

4 

10.68 

41 

18 

2y£ 

3.341 

61 

4.155 

4 

11.36 

41 

24 

2| 

3.547 

21 

21 

61 

4.155 

4 

12.06 

4 

17 


3.758 

61 

4.619 

4 

12.78 

41 

23 

21 

3.976 

21 

61 

5.108 

4 

13.52 

51 

28 

2A 

4.200 

21 

61 

5.108 

4 

14.28 

41 

22 

2f 

4.430 

3 

61 

5.428 

31 

15.07 

41 

23 

2^ 

4.666 

31 

61 

5.957 

31 

15.86 

51 

28 

21 

4.909 

31 

61 

5.957 

31 

16.69 

41 

21 

2 & 

5.157 

31 

61 

6.510 

31 

17.53 

51 

26 

2f 

5.412 

31 

61 

6.510 

31 

18.40 

41 

20 

2H 

5.673 

31 

7 

7.087 

31 

19.29 

5 

25 

2f 

5.940 

31 

31 

7 

7.087 

31 

20.20 

41 

19 

913. 
fJ 10 

6.213 

7 

7.548 

31 

21.12 

41 

22 

2| 

6.492 

31 

71 

8.171 

31 

22.07 

51 

26 

015 

^16 

6.777 

St 

71 

8.171 

31 

23.04 

41 

21 

3 

7.069 

• 31 

71 

8.641 

3 

24.03 

5 

22 


7.670 

31 

71 

9.305 

3 

26.08 

51 

21 

31 

8.296 

4 

71 

9.993 

3 

28.20 

41 

20 

s» 

8.946 

41 

71 

10.706 

3 

30.42 

41 

20 

31 

9.621 

41 

8 

11.329 

21 

32.71 

41 

18 

3f 

10.321 

41 

41 

8 

12.743 

21 

35.09 

51 

23 

31 

11.045 

81 

13.544 

21 

37.56 

51 

23 

31 

11.793 

41 

81 

14.220 

2f 

40.10 

5 

21 

4 

12.566 

5 

81 

15.763 

21 

42.73 

51 

25 


Lengths of Upset Ends above are best adapted for use with Turnbuckles of 
standard length, six inches between heads, as shown on page 378, and with 
Clevises shown on page 380. Lengths of Upset Ends for use with ordinary 
Right and Left Nuts, shown on page 379, may be one inch shorter than above. 















































































374 CAMBRIA STEEL. 


UPSET SCREW ENDS FOR SQUARE BARS. 



Side 

Area 

Diameter 

length 

Area 




Eicess of 

of Square 

of 

of 

of 

at 

Number 

Weight 

Add 

Area at Root 

Bar. 

Body 

of 

Bar. 

Screw. 

Upset. 

Root 

of 

Thread. 

of 

Threads 

per 

per Foot 
of Bar. 

for 

Upset. 

of Thread 
Over that of 
Body of Bar. 

A 

B 

G 




Inch. 




Inch. 

Sq. Ins. 

Inches. 

Inches. 

Sq. Ins. 


Pounds. 

Inches. 

Per Cent. 

1 

5 

.250 

3 

¥ 

41 

.302 

10 

.850 

4 

21 

& 

.316 

7 

8 

41 

.420 

9 

1.076 

5 

33 

1 

.391 

1 

4* 

.550 

8 

*1.328 

51 

3f 

41 

tt 

.473 

1 

4* 

.550 

8 

1.607 

17 

3 

S 

.563 

H 

4f 

.694 

7 

1.913 

41 

23 

tt 

.660 

U 

4f 

.893 

7 

2.245 

5 

35 

7 

8 

.766 

11 

1 8 

5 

1.057 

6 

2.603 

5f 

38 

15 

16 

.879 

11 

A 8 

5 

1.057 

6 

2.989 

41 

20 

1 

1.000 

11 

5 

1.295 

6 

3.400 

4f 

29 

ll6 

1.129 

11 

a 8 

H 

1.515 

51 

3.838 

51 

34 

n 

1.266 

11 

a 8 

51 

1.515 

51 

4.303 

41 

20 

1A 

1.410 

11 

51 

1.744 

5 

4.795 

41 

24 

11 

1.563 

11 

A 8 

51 

2.048 

5 

5.312 

51 

31 

1 5 

Its 

1.723 

11 

X 8 

51 

2.048 

5 

5.851 

41 

19 

If 

1.891 

2 

51 

2.302 

41 

6.428 

41 

22 


2.066 


5f 

2.650 

41 

7.026 

51 

28 

a 2 

2.250 

H 

5f 

2.650 

41 

7.650 

41 

41 

18 

1_9_ 

2.441 

21 

5f 

3.023 

41 

8.300 

24 

If 

2.641 

2f 

6 

3.419 

41 

8.978 

5 

30 

ltt 

2.848 

2* 

6 

3.419 

41 

9.682 

41 

20 

If 

3.063 

21 

6 

3.715 

4 

10.410 

41 

21 

113 

■*■16 

3.285 

2f 

61 

4.155 

4 

11.170 

5 

26 

11 

3.516 

2f 

64 

4.155 

4 

11.950 

41 

18 

115 

1 16 

3.754 

2f 

N 

61 

4.619 

4 

12.760 

41 

23 


Lengths of Upset Ends above are best adapted for use with Turnbuckles of 
standard length, six inches between heads, as shown on page 378, and with 
Clevises shown on page 380. Lengths of Upset Ends for use with ordinary 
Right and Left Nuts, shown on page 379 , may be one inch shorter than above. 































































CAMBRIA STEEL. 


375 


UPSET SCREW ENDS FOR SQUARE BARS. 



Lengths of Upset Ends above are best adapted for use with Turnbuckles of 
standard length, six inches between heads, as shown on page 378 and with 
Clevises shown on page 380. Lengths of Upset Ends for use with ordinary 
Right and Left Nuts, shown on page 379, may be one inch shorter than above. 





































































376 


CAMBRIA STEEL. 


UPSET SCREW ENDS FOR FLAT BARS. 



^ _ 


Width 

Thickness 

Diameter 

Area 

Area 

Length 

Add 

of Bar. 

of Bar. 

of Upset. 

of 

at Root of 

of Upset. 

for 

A 

T 

B 

Bar. 

Thread. 

G 

Upset. 

Inches. 

Inch. 

Inches. 

Sq. Inches. 

Sq. Inches* 

Inches. 

Inches. 

2 

1 

2 

2.00 

2.30 

51 

6 

3 

7 

8 

2f 

2.63 

3.023 

61 

111 

3 

1 

21 

3.00 

3.719 

61 

111 

3 

H 

2f 

3.38 

4.159 

7 

111 

3 

H 

2f 

3.75 

4.62 

7 

11 

3 

if 

2f 

4.13 

4.92 

7 

10 

3 

H 

3 

4.50 

5.43 

7 

10 

4 

a 

4 

21 

3.00 

3.719 

61 

12f 

4 

7 

S 

2f 

3.50 

4.159 

7 

12 

4 

1 

2f 

4.00 

4.62 

7 

11 

4 

H 

3 

4.50 

5.43 

7 

11 

4 

H 

3i 

5.00 

6.51 

71 

• 4 

11 

4 

H 

8* 

5.50 

6.51 

71 

11 

4 

H 

31 

6.00 

7.54 

71 

10 

4 

if 

31 

6.50 

7.54 

71 

10 

4 

if 

3f 

7.00 

8.64 

71 

91 

5 

3 

4 

2f 

3.75 

4.62 

7 

11 

5 

1 

8 

3 

4.38 

5.43 

7 

11 

5 

1 

31 

5.00 

6.51 

71 

101 

5 

1* 

31 

5.63 

6.51 

71 

101 

5 

li 

31 

6.25 

7.55 

71 

91 

5 

If 

si 

6.88 

8.64 

71 

91 

5 

11 

l 2 

3f 

7.50 

8.64 

71 

9f 

5 

H 


8.13 

9.99 

• • 


5 

U 

# . 

8.75 

9.99 

• • 

• • 

6 

H 

3f 

6.75 

8.64 

71 

10 

6 

U 

3f 

7.50 

8.64 

71 

9 

6 

if 


8.25 

9.99 



6 

H 

• • 

9.00 

9.99 

• • 

• • 


For dimensions of heads corresponding to different-sized pins, see table of 
Eye Bars on page 377. 

Shortest length of bar permissible on account of method of manufacture is 
6' 0" center to end. 

The above length is used only for bars having heads diameter or less. 

When possible lengths of 7' 0" are preferred. 













































































































378 


CAMBRIA STEEL. 


TURNBUCKLES. 


PRESSED WROUGHT IRON. 



The Cleveland City Forge and Iron Co. 
Dimensions of Bar. 


Diameter 
of Serew. 

B 

Diameter 
of Bar. 

Side of 
Square Bar. 

L 

T 

A 

E 

F 

H 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches 

K 






7K 

9 

16 

6 

A 

A 

1A 

A 






7A 

21 

^2 

6 

K 

K 

IK 

K 






7K 

3/ 

/4 

6 

K 

K 

IK 

A 






7K 

27 

32 

6 

K 

A 

1A 

K 






7K 

K 

6 

K 

A 

1A 

K 

K and 

' A 

K 


8K 

IK 

6 

1A 

K 

2 

Vs 

X 



A 


8K 

1A 

6 

IK 

K 

2K 

1 

K 

u 

X 

Kand K 

9 

IK 

6 

1A 


2A 

IK 

« 



X 


9K 

IK 

6 

1A 

K 

2A 

IK 

K 

u 

H 

H 


9K 

IK 

6 

1A 

K 

2K 

i K 

l 

u 

1A 

K 

“ K 

10K 

2A 

6 

IK 

K 

3A 

i K 

IK 

a 

1A 

l 


10K 

2K 

6 

IK 

K 

3A 

m 

IK 



IK 

“ IK 

10K 

2A 

6 

2 

K 

3K 

IK 

1A 

u 

IK 

1A 


UK 

2K 

6 

2K 

K 

3K 

IK 

1* 



IK 

“ 1A 

UK 

2K 

6 

2A 

K 

3K 

2 

IK 

u 

KV 

IK 


12 

3 

6 

2K 

K 

4K 

2K 

IK 

u 

IK 

1ft 

“ IK 

12K 

3A 

6 

2K 

H 

4K 

2K 

IK 

u 

m 

1A 


12K 

3K 

6 

2K 

K 

4 K 

2K 

IK 



IK 

“ IK 

13 K 

3A 

6 

2K 

K 

4K 

2K 

itt 

u 

2 

IK 


13K 

3K 

6 

3A 

« 

5 K 

2K 

2A 

u 

2K 

IK 

“ IK 

13K 

3K 

6 

3K 

K 

5A 

2K 

2A 



IK 


14K 

4K 

6 

3K 

K 

5 K 

2K 

2K 

u 

2A 

2 

“ 2* 

14K 

4A 

6 

3A 

1A 

6A 

3 

m 



2K 


15 

4K 

6 

3K 

1A 

6K 

3K 

2A 

u 

2K 

2 A 


15K 

4K 

6 

3K 

IK 

7 

3K 

m 



2K 


16K 

5K 

6 

3K 

1A 

7K 

3K 

3 



2K 


17K 

5 K 

6 

4K 

1A 

8K 

4 

3K 



2K 


18 

6 

6 

4K 

IK 

9K 

4K 

3K 



3A 


21K 

6K 

9 

5 

IK 

10K 

4K 

3 K 



3K 


22K 

6K 

9 

5K 

IK 

10K 

4K 

3K 



3K 


23 K 

7K 

9 

5K 

2 

11K 

5 

4K 



3A 


24 

7K 

9 

5K 

2K 

12 


G 


Inches. 


K 

K 

K 

K 

K 

K 

1 

IK 

IK- 

IK 

l 5 /s 

i K 

1 K 

2 

2K 

2K 

2K 

2K 

2K 

3 

3 

3K 

3K 

3K 

4 

4K 

5 

5K 

6 

6 K 
6K 
6K 


Standard Lengths, 6, 9, 12, 15, 18, 24, 36, 48 and 72 inches between heads (A) 
for all sizes. 

Lengths of Upset Ends shown on pages 372 to 375 inclusive are those best 
adapted for use with Turnbuckles of Standard Lengths, as above. 

Dimensions E, F, G and H depend upon the specifications of the Bars with 
which the Turnbuckles are to be used. 































































CAMBRIA STEEL. 


379 


RIGHT AND LEFT NUTS. 

K-—G-—>! 


B 



"I”-—=» 


* 






Diam- 
eter of 
Screw. 


B 


Inches. 


1 

8 

1 

u 

li 

If 

H 

11 

A 8 

H 

U 

2 

21 

21 

2f 

21 

2f 

2f 

21 

3 

31 

31 

3f 

4 


U 

H 

U 

If 

H 

If 

1 a 
A 4 
11 
A 8 

2 


Length 



Side 


Length 

Length 

Diam- 

Weight of 







One Nut 

of 


of 



of 


of 

of 

eter of 


Upset. 


Bar. 


Square Bar. 

Nut. 

Thread. 

Hex. 

One Nut. 

and Two 
Screw 

G 

A 

A 

L 

T 

W 


Ends. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

Pounds. 

Pounds. 








Ordinary 

Lengths. 





41 

5 

8 



9 

16 



6 

1 JZ_ 

1 16 

If 

If 

41 

41 

11 

16 

ancfl 

f anc 

H 

6 

1 _jL_ 

1 16 

If 

If 

41 

4f 

13 

16 



3 

4 



61 

11 

*■8 

2 

3 

71 

4f 

7 

8 

U 

15 

16 

13 

T6 



61 

1 5 . 

A 8 

2 

3 

71 

5 

1 

U 

1 -1- 
1 16 

7 

8 

u 

15 

16 

7 

11 

a 8 

2f 

4f 

Ilf 

5 

1 8 

u 

1-3- 

■*■16 

1 



7 

If 

2f 

4f 

Ilf 

51 

1 i 
a 4 


1 16 

a 

H 

71 

2A 

2f 

6f 

16f 

51 

1 _5_ 

1 16 

a 

12 

1 8 

1-3- 

•*■16 



71 

2A 

2f 

6f 

16f 

51 

1 JL 

1 16 



1i 

3 4 

u 

1A 

8 

2A 

31 

91 

231 

51 

5f 

11 

*■2 

u 

1 JL 

1 16 

If 



8 

2A 

31 

91 

231 

H 

a 

Hi 

11*6 

« 

H 

81 

21 

31 

121 

311 

5f 

U 

u 

Ilf 

1 JL 
1 16 



81 

21 

31 

121 

311 

6 

A 8 


I 5 - 

A 8 

u 

in 

■*■16 

9 

2f 

3! 

16f 

41f 

6 

1 15 . 

1 16 

« 

2 

11 

1 4 


9 

2f 

3f 

16f 

41f 

61 

2re 


21 

113 

1 16 

a 

U 

91 

015 

^16 

41 

211 

531 

61 

2A 



115 

1 16 



91 

915. 

^16 

41 

211 

531 

61 

21 

a 

2A 

2 

u 

2* 

10 

0 3 
^16 

4f 

261 

661 

61 

6f 

2f 


21 



10 

3A 

4f 

261 

661 

2& 

u 

2f 

2A 

21 



101 

3f 

5 

32 

81 

7 

2H 





11 

3f 

5f 

381 

97f 

71 

3 



2H 

21 



111 

m 

5f 

45 

116 

71 

31 





12 

4A 

61 

531 

138 






Eitra 

Lengths. 







4f 

7 

8 

a 

H 

13 

16 



12 

2f 

13. 

2 


9f 

4f 

4f 

13 

16 



3 

4 



81 

2 

4 

7 

8 

u 

15 

16 

1 3 

T6 



81 

11 

A 8 

2 

4 

9f 

151 

5 

1 

a 

1A 

7 

8 

u 

15 

U> 

9 

11 

A 8 

2f 

61 

5 

H 

a 

1A 

1 


9 

If 

2f 

61 

151 

51 

11 


1A 

u 

H 

91 

2A 

2f 

8f 

211 

51 

51 

1A 

a 

12 

1A 



91 

2A 

2f 

8f 

211 

1A 


11 

1 4 

u 

1A 

10 

2A 

31 

121 

29 f 

51 

H 

u 

1 JL 
1 16 

11 

■*• 8 


10 

2A 

31 

121 

29 f 


For Details of Upset Ends, see pages 372 to 375 inclusive. 

Length of Upset Ends for use with Right and Left Nuts may be made one 
inch shorter than the dimensions given in column “G” above. 





























































380 


CAMBRIA STEEL. 


CLEVISES. 



Length 
of Fork. 

Length 
of Thread. 

Diameter of Pin in Inches. 

A 

B 

1 U34113411341 2 I 234I234I234I 3 |334|334|354l 4 

Ins. 

Ins. 

Diameter I in Inches. 

5 X 

5 X 

6 

6 

634 

634 

7 

7 

8 

8 

9 

9 

10 

10 

10 

10 

12 

12 

12 

IX 

134 

134 

134 

134 

2Vs 

234 

234 

254 

234 

3 

3 X 
334 
334 
334 

4 

434 

4 X 

434 

2H 

234 

234 

234 

234 

234 

234 

3 

334 

234 

3 

3 

3 

334 

334 

334 

334 

3 

3 

334 

334 

334 

334 

4 

4 

434 



















334 

334 

334 

4 

434 

434 

434 

534 

534 








334 

334 

43-8 

434 

434 

534 

534 

534 

534 

5 3 4 

634 















434 

434 

534 

534 

534 

554 

534 

634 

634 

634 

634 

8 























534 

534 

534 

634 

634 

634 

634 

8 

8 

8 


















634 

634 

634 

634 

8 

8 

8 

8 

8 









634 

634 

8 

8 

8 

8 

8 

8 

















8 

8 

8 

8 

8 

9 
















8 

8 

9 

9 

8 

8 

9 

9 





















-s i 
a 

g-8 


Ins. 


34 

y% 

i 

i 34 
134 

1 X 

iy 2 

IX 

m 

m 

2 

m 

234 

234 

234 

254 

254 

254 

3 


Dimensions to be 
used with Specified 
Diameters I. 


I 

G 

F 

E 

Ins. 

Ins. 

Ins. 

Ins. 

234 

134 

34 

ft 

3 

134 

34 

ft 

334 

134 

ft 

19 

32 

3 x 

134 

9 

16 

19 

JJ 

334 

2 

34 

ft 

4 

234 

34 

ft 

434 

234 

ft 

34 

434 

234 

23 

32 

ft 

534 

234 

ft 

34 

534 

3 

ft 

1A 

16 

634 

334 

ft 

1ft 

8 

4 

1* 

134 

9 

434 

1& 

134 


Dimension “ H ” is usually jW" larger than diameter of pin and “ J ” is made to suit 
the thickness of the pin plate. The above Clevises are designed for use with medium 
steel rods of 60000 to 68000 pounds tensile strength per square inch. All clevis nuts 
with diameter “ I ” 8 inches or larger dimension “ A ” will be 12 inches. 

DIMENSIONS OF RIVET HEADS AFTER DRIVING. 



Height of Head = ft X Diameter of Rivet. Radius of Head = % Diameter 
of Rivet + ft". 

COUNTERSUNK HEADS. 

Diameter of Countersunk Head same as Button Head. Angle of Countersink 
= 30°. In figuring Clearances for Rivet Heads allow for Heights as follows: 
54" for 54" rivets, 54" for rivets. All dimensions in inches. 






























































































































CAMBRIA STEEL. 381 


WEIGHTS, DIMENSIONS AND SAFE LOADS 

OF CHAINS. 

As given by Standard Manufacturers. 


Size. 

Common Coil. 

Crane. 


Stud Link 


Thickness of 

Link Bar. 

Length of Link. 

I 

C*-| 

o 

£ 

Approximate Weight 
per Foot. 

Safe Load in 

Thousand Lbs. 

Length of Link. 

Width of Link. 

Approximate Weight 

per Foot. 

Safe Load in 

Thousand Lbs. 

Length of Link. 

Width of Link. 

Approximate Weight 

per Foot. 

Safe Load in 

Thousand Lbs. 

Ins. 

Ins. 

Ins. 

Lbs. 

Ins. 

Ins. 

Lbs. 

Ins. 

Ins. 

Lbs. 

A 

Wr 

A 

.46 

.5 









Va, 

1 A 

1A 

.75 

.8 









A 

VA 

VA 

1.10 

1.3 


/ 







16 
S A 

VA 

1 a 

1.55 

1.8 









A 

VA 


2.00 

2.3 









16 

V> 

VA 

VA 

2.60 

3.3 





3 

VA 

2.3 

4.8 

A 

VA 

VA 

3.25 

4.0 





3 y s 

2 

3.0 

5.9 

1 6 

% 


VA 

4.00 

4.8 

3 A 

2 A 

4.0 

6.9 

3H 

2A 

4.0 

6.3 

u 









4 

2A 

4.8 

8.5 

16 

a 

3% 

2H 

5.90 

6.8 

3 A 

2 A 

6.3 

9.6 

4 H 

2H 

5.7 

10.1 










4 % 

3 

6.7 

11.9 

H 

4 % 

3 A 

8.0 

9.3 

4 A 

2% 

8.0 

13.5 

5 

3 A 

7.3 

14.0 










5 % 

3A 

8.5 

15.8 

16 

1 

5 

’3A 

10.0 

12.0 

4 A 

3A 

10.0 

17.0 

VA 

3H 

9.8 

18.0 

1A 

VA 

4 

13.0 

14.5 

5 A 

3A 

13.0 

21.5 

VA 

4 A 

12.5 

22.8 

1A 

VA 

4 H 

15.0 

19.5 

m 

4 A 

16.0 

27.0 

VA 

4 A 

15.2 

28.1 

l'u 





6A 

4A 

19.0 

31.0 

VA 

m 

18.8 

34.0 

Wt. 





7 A 

5 

23.0 

36.0 

VA 

va 

22.0 

40.5 

1 5 A 





VA 

VA 

28.0 

41.5 

VA 

VA 

26.0 

47.5 

ix 





8A 

VA 

31.0 

44.8 

10 

6 A 

29.2 

55.1 

IVr 





9 H 

6 a 

35.0 

51.3 

10 A 

6 A 

34.2 

63.3 

2 





10 a 

VA 

40.0 

58.3 

UA 

7 A 

40.0 

72.0 

VA 





10A 

7 a 

47.0 

65.8 

12 

VA 

44.2 

81.3 

2 Va 





11 A 

VA 

53.0 

73.7 

13 

8 A 

50.0 

91.1 

VA 





12 

8 

58.5 

82.0 

133^ 

VA 

54.2 

101.5 

VA 





12A 

8H 

65.0 

90.9 

14 

9 

60.0 

112.5 


Safe Loads based on one-half Proof Test, or one-fourth of the approximate 
breaking load of chain. 






































































382 


CAMBRIA STEEL. 


BRIDGE PINS, NUTS AND PILOT NUTS. 





All Threads 3 per inch. 


Nominal 
Diameter 
of Pin. 

Turned 
Diameter 
of Pin. 

Diameter 

of 

Thread. 

Short 
Diameter 
of Nut. 

Long 
Diameter 
of Nut. 

Diameter 
of Holes 
in Eye Bars. 

D 

F 

A 

G 

Inches. 

Inches. 

Inches. 

Inches. 

Inches. 

134 

1* 

IX 

2 

2A 

D + i fas 

IX 

Hi 

IX 

2X 

2Vs 

+ riff 

2 

HI 

IX 

2X 

2% 

+ t is 

234 

2A 

IX 

3 

334 

“ + t In 

2X 

2A 

2 

3 

334 

+ ToU 

2% 

2H 

2 

3X 

4A 

“ 4- riff 

3 

2 H 

2 

3X 

4A 

“ + riff 

3X 

3* 

234 

4 

4H 

4- riff 

334 

3A 

2X 

4 

4H 

“ t- jfo 

3X 

3H 

234 

434 

5A 

“ 4- lie 

4 

3H 

3 

434 

5A 

“ + r iff 

4 X 

4A 

334 

5 

5H 

“ +iiff 

434 

4* 

334 

5 

5tf 

4- riff 

4X 

4fi 

4 

534 

634 

“ + T Sff 

5 

4M 

4 

534 

634 

“ + lie 

534 

5A 

4 

6 

6M 

“ +xlff 

534 

5A 

4 

6 

6H 

u I 3 

1 I ?5U 

534 

5H 

4 

634 

734 

“ +Tlff 

6 

5H 

4 

6X 

734 

“ +Tlff 

634 

6A 

4 

7 

834 

“ + riff 

6 34 

6A 

4 

7 

834 

+ riff 

6X 

6H 

4 

7X 

8H 

“ +rlff 

7 

6H 

4 

7X 

83i 

“ + ruff 


Alow A" excess for each eye bar packed on the pin. 

COLD ROLLED STEEL COTTER PINS. 



Dimensions of Pin in Inches. 


Diameter of 

Pin. 

D 

1 

134 

134 

134 

2 

234 

234 

234 

3 

334 

334 

334 

4 

Diameter of 
Reduced Point. 

P 

34 

134 

134 

134 

IX 

2 

234 

234 

234 

3 

334 

334 

334 

Lengths of 
Ends. 

A 

A 

A 

34 

34 

34 

34 

34 

34 

34 

34 

34 

34 

34 

Diameter of 
Cotter. 

C 

A 

A 

A 

A 

34 

34 

34 

34 

34 

34 

34 

34 

34 

Diameter of 

Pin Hole. 


1* 

1A 

l* 

m 

2A 

2A 

2A 

2H 

3A 

3A 

3A 

3H 

4A 



















































































































































































































































































































































386 


CAMBRIA STEEL. 


STANDARD STEEL WIRE NAILS AND SPIKES. 

Sizes, Lengths and Approximate Number per Pound. 


Size. 

Length. 

Common. 

Common Brads. 

Flooring Brads. 

Finishing. 

Casing. 

Smooth or 

Barbed Box. 

Slating. 

Shingle. 

Diameter. 

No. 

per 

Lb. 

Ins. 

W.& 
M. G. 

Inch. 

2d 

1 

15 

.072 

876 

876 


1351 

1010 

1010 

411 


3d 

VA 

14 

.080 

568 

568 


807 

635 

635 

225 

568 

4d 

IK 

12K 

.099 

316 

316 


584 

473 

473 

187 

274 

5d 

1H 

12K 

.099 

271 

271 


500 

406 

406 

142 

235 

6d 

2 

11 K 

.113 

181 

181 

157 

309 

236 

236 

103 

204 

7d 

2M 

li K 

.113 

161 

161 

139 

238 

210 

210 


139 

8d 

2K 

10 X 

.131 

106 

106 

99 

189 

145 

145 


125 

9d 

2H 

10H 

.131 

96 

96 

90 

172 

132 

132 


114 

lOd 

3 

9 

.148 

69 

69 

69 

121 

94 

94 


83 

12d 

3A 

9 

.148 

63 

63 

54 

113 

87 

88 



16d 

3K 

8 

.162 

49 

49 

43 

90 

71 

71 



20d 

4 

6 

.192 

31 

31 

31 

62 

52 

52 



30d 

4 H 

5 

.207 

24 

24 



46 

46 



40d 

5 

4 

.225 

18 

18 



35 

35 



50d 

5K 

3 

.244 

14 

14 







60d 

6 

2 

.263 

11 

11 








Barbed 

Car. 


>■ 

03 


165 

118 

103 

76 

69 

54 

50 

42 

35 

26 

24 

18 

15 

13 


bp 

►3 


274 

142 

124 

92 

82 

62 

57 

50 

43 

31 

28 

21 

17 

15 


Size. 


2d Ex. Fine 
2d 

3d Ex. Fine 
3d 

4d 

5d 

6d 

7d 

8d 

9d 

lOd 

12d 

16d 

20d 

30d 

40d 

50d 

60d 


ja 

* 


Ins. 


Vs 

H 

Vs 

1 

1 

1 Vs 

1 X 

m 

1% 

2 

2'A 

2'A 

2H 

3 

3H 

3V 2 

4 

4 X 

5 

5K 

6 

7 

8 
9 

10 

12 


Hinge. 

Fence. 

Clinch. 

Fine. 

Lining. 

Barbed 

Roofing. 

Barrel. 

Tobacco. 

Heavy. 

rJ=} 

bp 

3 








1615 

1346 

906 

274 

235 

157 

139 

99 

90 

69 






2077 

1781 

714 

469 










1560 

1351 

1015 

778 




710 

1558 

411 

365 

251 

230 

176 

151 

103 

775 

700 

568 

400 

357 




. 

. 

.... 

429 


50 

82 

142 

124 

92 

82 

62 

50 

40 

30 

23 

274 

235 

157 

139 

99 

90 

69 

62 

49 

37 

473 

.... 

38 

30 

62 

50 ' 



.... 











12 

11 

10 

9 

25 

23 

22 

19 
































i 

































































Wire Spikes. 


Diameter. 


W.& 
M. G. 


Inch. 


6 

.192 

41 

6 

.192 

38 

5 

.207 

30 

4 

.225 

23 

3 

.244 

17 

2 

.263 

13 

1 

.283 

10 

1 

.283 

8 


5 

1 6 

7 


3 /s 

6 


3 /s 

5 


H 

4 


Vs 

3 


No. 

per 

Lb. 





























































































































CAMBRIA STEEL. 


387 


MISCELLANEOUS STEEL WIRE NAILS. 

Approximate Number per Pound. 


Washburn 
& Moen 
Gauge. 

Diameter 
in Inches. 

Length in Inches. 

3 

T¥ 

i 

3 

8 

1 

2 

8 

3. 

4 

i 

1 

n 

000 

.362 










00 

.331 










0 

.307 










1 

.283 








57 

50 

2 

.263 








65 

58 

3 

.244 






100 

87 

76 

67 

4 

.225 






120 

104 

90 

80 

5 

.207 




211 

169 

141 

121 

106 

94 

6 

.192 




247 

197 

164 

141 

123 

111 

7 

.177 




299 

239 

200 

171 

149 

133 

8 

.162 




345 

275 

229 

197 

172 

153 

9 

.148 




414 

331 

276 

236 

207 

184 

10 

.135 



663 

496 

397 

333 

283 

248 

220 

11 

.120 



837 

628 

502 

418 

359 

314 

279 

12 

.105 



1096 

822 

658 

548 

469 

411 

365 

13 

.092 



1429 

1072 

857 

714 

613 

536 

476 

14 

.080 


2840 

1893 

1420 

1136 

947 

811 

710 

631 

15 

-.072 


3504 

2336 

1752 

1402 

1168 

1001 

876 

778 

16 

.063 


4571 

3048 

2280 

1828 

1523 

1305 

1143 

1015 

17 

.054 


6233 

4156 

3116 

2495 

2077 

1781 

1558 

1385 

18 

.047 


8276 

5517 

4138 

3310 

2758 

2364 

2069 

1839 

19 

.041 


10668 

7112 

5334 

4267 

3556 

2933 

2667 

2370 

20 

.035 

20000 

15000 

10000 

7500 

6000 

5000 

4400 

3750 

3333 

21 

.032 

23702 

17777 

11850 

8888 

7111 

5926 

5079 

4444 


22 

.028 

30476 

22856 

15237 

11428 

9143 

7618 





u 


28 

33 

38 

45 

52 

60 

72 

85 

99 

120 

137 

165 

198 

251 

329 

429 

568 

701 

913 

1246 

1655 

2133 

3000 


u 


23 

27 

32 

38 

44 

50 

60 

71 

82 

100 

115 

138 

165 

209 

274 

357 

473 

584 

761 

1038 

1379 

1778 


^ Cl • 

%-> GQ 

<x> 

Length in Inches. 




















s.g 

1 £ 

■*-4 

2 

2i 

2* 

2f 

3 

3 | 

4 

41 

•*2 

5 

6 

7 

8 

9 

10 

000 

.362 

20 

17 

16 

14 

13 

12 

10 

9 

8 

7 

6 

5 

4H 

4 

VA 

00 

.331 

23 

20 

18 

16 

15 

14 

12 

10 

9 

8 

7 

6 

5 

*A 

4 

0 

.307 

27 

24 

21 

19 

17 

16 

14 

12 

10 

9 

8 

7 

6 

5 

45< 

1 

.283 

32 

28 

25 

23 

21 

19 

16 

14 

13 

11 

10 

8 

7 

6 

54 

2 

.263 

37 

32 

29 

26 

24 

22 

19 

16 

14 

13 

11 

9 

8 

7 

6 X 

3 

.244 

43 

38 

34 

30 

28 

25 

22 

19 

17 

15 

13 

11 

10 

8 

7H 

4 

.225 

51 

45 

40 

36 

33 

30 

26 

23 

20 

18 

15 

13 

11 

10 

9 

5 

.207 

60 

53 

47 

42 

39 

35 

30 

26 

24 

21 

18 

15 





6 

.192 

71 

62 

55 

50 

45 

41 

35 

31 

28 

25 

21 

18 





7 

.177 

85 

75 

67 

60 

54 

50 

43 

37 

33 

30 

25 






8 

.162 

98 

86 

76 

69 

62 

57 

49 

43 

39 

35 

29 






9 

.148 

118 

103 

92 

82 

75 

69 

59 

52 

46 

41 







10 

.135 

142 

124 

110 

99 

90 

83 

71 

62 

55 

50 






11 

.120 

179 

157 

139 

125 

114 

105 

90 

79 

70 


W « U< lu.t 

11 


1 O 

12 

.105 

235 

204 

182 

164 

149 

137 

117 

103 



Gauge. 




13 

.092 

306 

268 

238 

214 

195 

178 

153 










14 

.080 

406 

350 

315 

284 

258 

236 





000 

m 



3 

15 

.072 

500 

438 

389 

350 







00 

3H 


3M 

16 

.063 

653 

571 

508 









0 

4 x 



l 

17 

.054 

890 

779 










1 

5 



18 

.047 

1182 











2 

6 


5 A 


These approximate numbers are an average only, and the figures given may 
be varied either way, by changes in the dimensions of heads or points. Brads 
and no-head nails will have more to the pound than table shows, and large or 
thick-headed nails will have less. 









































































































388 


CAMBKIA STEEL. 


CUT STEEL NAILS AND SPIKES. 

Sizes, Lengths, and Approximate Number per Pound. 


Sizes. 

Length. 

Inches. 

Common. 

Clinch. 

Finishing. 

Casing 

and Box. 

Fencing. 

Spikes. 

2d 

1 

740 

400 

1100 




3d 

M 

460 

260 

880 




4d 

IX 

280 

180 

530 

420 



5d 

ix 

210 

125 

350 

soq, 

100 


6d 

2 

ICO 

100 

300 

210 

80 


7d 

2X 

120 

80 

210 

180 

60 


8d 

2X 

88 

68 

168 

130 

52 


9d 

2X 

73 

52 

130 

107 

38 


lOd 

3 

60 

48 

104 

88 

26 


12d 

334 

46 

40 

96 

70 

20 


16d 

3 34 

33 

34 

86 

52 

18 

17 

20d 

4 

23 

24 

76 

38 

16 

14 

25d 

434 

20 






30d 

434 

1634 



30 


11 

40d 

5 

12 



26 


9 

50d 

534 

10 



20 


734 

60d 

6 

8 



16 


6 


6 'A 






534 


7 






5 










Sizes. 

Length. 

Inches, 

Barrel. 

Light 

Barrel. 

Slating. 

Sizes. 

Length. 

Inches. 

Flat Grip. 

Fine. 

Edge Grip. 

Fine. 


% 

750 




X 

1462 



X 

600 




X 

1300 



X 

500 



2d 

1 

1100 

960 

2d 

1 

450 


340 

3d 

134 

800 

750 


m 

310 

400 


4d 

l X 

650 

600 

3d 

IX 

280 

304 

280 






m 

210 



Tobacco. 

Brads. 

Shingle. 

4d 

IX 

190 

224 

220 





5d 

IX 



180 

130 



6d 

2 




97 

120 


7d 

234 




85 

94 


8d 

234 




68 

74 

Qft 

9d 

2X 




58 

62 

79 

lOd 

3 




48 

50 

60 

12d 

334 






40 

16d 

3 'x 





27 











































































CAMBRIA STEEL. 


389 


SQUARE BOAT SPIKES. 

Approximate Number in a Keg of 200 Pounds. 


Length of Spike—Inches. 


Inch. 

3 

4 

5 

6 

7 

8 

9 

10 

11 

12 

14 

ie 

K 

3000 

2375 

2050 

1825 









lS 

1660 

1360 

1230 

1175 

990 

880 







X 

1320 

1140 

940 

800 

650 

600 

525 

475 





T6 


. 


600 

590 

510 

400 

360 

320 

280 



X 



* . . • 

450 

375 

335 

300 

275 

260 

240 



X 






260 

240 

220 

205 

190 

175 

160 


WROUGHT SPIKES. 

Approximate Number in a Keg of 150 Pounds. 



WOOD SCREWS. 


Size 

Num- 

Diam¬ 

eter. 

Size 

Num- 

Diam¬ 

eter. 

Size 

Num- 

Diam¬ 

eter. 

Size 

Num- 

Diam¬ 

eter. 

Size 

Num- 

Diam¬ 

eter. 

Size 

Num- 

Diam¬ 

eter. 

ber. 

Inch. 

ber. 

Inch. 

ber. 

Inch. 

ber. 

Inch. 

ber. 

Inch. 

ber. 

Inch. 

0 

.056 

5 

.122 

10 

.188 

15 

.255 

20 

.321 

25 

.387 

1 

.069 

6 

.135 

11 

.201 

16 

.268 

21 

.334 

26 

.401 

2 

.082 

7 

.149 

12 

.215 

17 

.281 

22 

.347 

27 

.414 

3 

.096 

8 

.162 

13 

.228 

18 

.293 

23 

.361 

28 

.427 

4 

.109 

9 

.175 

14 

.241 

19 

.308 

24 

.374 

29 

30 

.440 

.453 


RAILROAD SPIKES. 


Size Measured. 
Under Head. 

Inches. 

Average 

Number per leg 
of 200 Pounds 

Quantity of Spikes per Mile of Single 
Track. Ties 2 feet c. to c. 

4 Spikes per Tie. 

Rail Used. 
Weight per Yard. 

Pounds. 

Pounds. 

Kegs. 

5 x XX 

300 

7040 

35% 

75 to 100 

5 X X tg 

375 

5870 

29K 

45 “ 

75 

5 X To 

400 

5170 

26 

40 “ 

56 

5 X X 

450 

4660 

23X 3 

35 “ 

40 

4X X X 

530 

3960 

20 

30 “ 

35 

4 X X 

600 

3520 

17X 

25 “ 

35 

4X X ts 

680 

3110 

15X 

20 “ 

30 

4 X re 

720 

2910 

14X 

20 “ 

30 

3X X T6 

900 

2350 

11 

16 “ 

25 

4 X X 

1000 

2090 

10X 

16 “ 

25 

VX X X 

1190 

1780 

9 

16 “ 

20 

3 XH 

1240 

1710 

8X 

16 “ 

20 

2X X X 

1342 

1575 

7X 

12 “ 

16 




































































































390 


CAMBRIA STEEL. 



DIMENSIONS, WEIGHTS 

AND PROPERTIES 



OF STANDARD PIPE. 



Diameter in Inches. 

Weight 

Moment 

nf 

Section 

Radius 

nf 




per Foot. 

01 

Inertia. 

Modulus. 

01 

Gyration. 

Nominal. 

External. 

Internal. 

Pounds. 

Inches.-* 

Inches.3 

Inches. 

BLACK OR GALVANIZED STANDARD WEIGHT PIPE. 

1 

8 

.405 

.269 

.244 

.001 

.005 

.12 

1 

4 

.540 

.364 

.424 

.003 

.012 

.16 

1 

8 

.675 

.493 

.567 

.007 

*« .022 

.21 

1 

2 

.840 

.622 

.850 

.017 

.041 

.26 

3 

4 

1.050 

.824 

1.130 

.037 

.071 

.33 

1 

1.315 

1.049 

1.678 

.09 

.13 

.42 

H 

1.660 

1.380 

2.272 

.19 

.23 

.54 

li 

1.900 

1.610 

2.717 

.31 

.36 

.62 

2 

2.375 

2.067 

3.652 

.67 

.56 

.79 

2h 

2.875 

2.469 

5.793 

1.53 

1.06 

.95 

3 . 

3.500 

3.068 

7.575 

3.02 

1.72 

1.16 

3^ 

4.000 

3.548 

9.109 

4.79 

2.39 

1.34 

4 

4.500 

4.026 

10.790 

7.23 

3.21 

1.51 

4.1 

5.000 

4.506 

12.538 

10.4 

4.2 

1.68 

5 

5.563 

5.047 

14.617 

15.2 

5.5 

1.88 

6 

6.625 

6.065 

18.974 

28.1 

8.5 

2.25 

7 

7.625 

7.023 

23.544 

46.5 

12.2 

2.59 

8 

8.625 

8.071 

24.696 

63.4 

14.7 

3.31 * 

8 

8.625 

7.981 

28.554 

72.5 

16.8 

2.94 

9 

9.625 

8.941 

33.907 

107.6 

22.4 

3.28 

10 

10.750 

10.192 

31.201 

125.9 

23.4 

3.70 

10 

10.750 

10.020 

40.483 

160.9 

29.9 

3.67 

10 

10.750 

10.136 

34.240 

137.1 

25.5 

3.69 

11 

11.750 

11.000 

45.557 

217.0 

36.9 

4.02 

12 

12.750 

12.090 

43.773 

248.5 

40.0 

3.91 

12 

12.750 

12.000 

49.562 

285.4 

44.7 

4.38 

13 

14.00 

13.25 

54.568 

372.8 

53.3 

4.82 

14 

15.00 

14.25 

58.573 

461.0 

61.5 

5.23 

15 

16.00 

15.25 

62.579 

562.0 

70.3 

5.53 

STANDARD EXTRA STRONG PIPE. 

i 

8 

.405 

.215 

.314 

.001 

.006 

.11 

1 

4 

.540 

.302 

.535 

.004 

.014 

.15 

3 

8 

.675 

.423 

.738 

.009 

.026 

.20 

1 

2 

.840 

.546 

1.087 

.020 

.048 

.25 

3 

4 

1.050 

.742 

1.473 

.045 

.085 

.32 























































CAMBRIA STEEL. 


391 

DIMENSIONS, WEIGHTS AND PROPERTIES 

OF STANDARD PIPE (Continued). 

Dia 

meter in Incl 

les. 

Weight 
per Foot. 

Moment 

of 

Inertia. 

Section 

Modulus. 

Radius 

of 

Gyration. 

Nominal. 

External. 

Internal. 

Pounds. 

Inches .4 

Inches. 3 

Inches. 


STANDARD EXTRA STRONG PIPE 

(Continued) . 

1 

1.315 

.957 

2.171 

.11 

.16 

.41 

li 

1.660 

1.278 

2.996 

.24 

.29 

.52 

H 

1.900 

1.500 

3.631 

.39 

.46 

.61 

2 

2.375 

1.939 

5.022 

.87 

.73 

.77 

2* 

2.875 

2.323 

7.661 

1.92 

1.34 

.92 

3 

3.500 

2.900 

10.252 

3.89 

2.23 

1.14 

3| 

4.000 

3.364 

12.505 

6.28 

3.14 

1.29 

4 

4.500 

3.826 

14.983 

9.6 

4.3 

1.48 

4i 

5.000 

4.290 

17.611 

14.1 

5.6 

1.65 

5 

5.563 

4.813 

20.778 

20.7 

7.4 

1.84 

6 

6.625 

5.761 

28.573 

40.5 

12.2 

2.19 

7 

7.625 

6.625 

38.048 

71.4 

18.7 

2.53 

8 

8.625 

7.625 

43.388 

105.7 

24.5 

2.88 

9 

9.625 

8.625 

48.728 

149.4 

31.0 

3.23 

10 

10.750 

9.75 

54.735 

212.0 

39.3 

3.63 

11 

11.750 

10.75 

60.075 

280.1 

47.7 

3.98 

12 

12.750 

11.75 

65.415 

360.7 

56.6 

4.33 


STANDARD DOUBLE EXTRA STRONG PIPE. 


1 

.840 

.252 

1.714 

.024 

.058 

.22 

3 

4 

1.050 

.434 

2.440 

.058 

.110 

.28 

1 

1.315 

.599 

3.659 

.14 

.21 

.36 

11 

1.660 

.896 

5.214 

.34 

.41 

.47 

1| 

1.900 

1.100 

6.408 

.57 

.67 

.55 

2 

2.375 

1.503 

9.029 

1.31 

1.10 

.70 

oi 

"2 

2.875 

1.771 

13.695 

2.87 

2.00 

.84 

3 

3.500 

2.300 

18.583 

6.0 

3.4 

1.05 

3£ 

4.000 

2.728 

22.850 

9.8 

4.9 

1.21 

4 

4.500 

3.152 

27.541 

15.3 

6.8 

1.37 

4§ 

5.000 

3.580 

•32.530 

22.6 

9.0 

1.54 

5 

5.563 

4.063 

38.552 

33.7 

12.3 

1.72 

6 

6.625 

4.897 

53.160 

66.3 

20.0 

2.08 

7 

7.625 

5.875 

62.079 

107.5 

28.2 

2.41 

8 

8.625 

6.875 

72.424 

162.0 

37.6 

2.76 









































392 CAMBRIA STEEL. 


WROUGHT IRON WELDED STEAM, GAS AND WATER PIPE. 



DIAMETER. 


Thickness. 

Weight 
per Foot. 

CIRCUMFERENCE. 

Lineal Feet to 1 Sq. 
Ft. Surface. 

Nominal. 

Inside. 

Outside. 

Internal. 

External. 

Inches. 

Inches. 

Inches. 

Inches. 

Pounds. 

Inches. 

Inches. 

Inside. 

Outside. 

Vs 

.269 

.405 

.068 

.244 

.85 

1.27 

14.13 

9.45 

X 

.364 

.540 

.088 

.424 

1.14 

1.70 

10.52 

7.06 

Vs 

.493 

.675 

.091 

.567 

1.55 

2.12 

7.74 

5.66 

Vi 

.622 

.840 

.109 

.850 

1.95 

2.64 

6.15 

4.55 

X 

.824 

1.050 

.113 

1.130 

2.59 

3.30 

4.63 

3.64 

l 

1.049 

1.315 

.133 

1.678 

3.30 

4.13 

3.64 

2.91 

IX 

1.380 

1.660 

.140 

2.272 

4.34 

5.22 

2.77 

2.30 

i x 

1.610 

1.900 

.145 

2.717 

5.06 

5.97 

2.37 

2.01 

2 

2.067 

2.375 

.154 

3.652 

6.49 

7.46 

1.85 

1.61 

2 X 

2.469 

2.875 

.203 

5.793 

7.76 

9.03 

1.55 

1.33 

3 

3.068 

3.500 

.216 

7.575 

9.64 

11.00 

1.24 

1.09 

3 X 

3.548 

4.000 

.228 

9.109 

11.15 

12.57 

1.08 

.95 

4 

4.026 

4.500 

.237 

10.790 

12.65 

14.14 

.95 

.85 


4.506 

5.000 

.247 

12.538 

14.16 

15.71 

.85 

.76 

5 

5.047 

5.563 

.258 

14.617 

15.86 

17.48 

.76 

.69 

6 

6.085 

6.625 

.280 

18.974 

19.05 

20.81 

.63 

.58 

7 

7.023 

7.625 

.301 

23.544 

22.06 

23.95 

.54 

.50 

8 

8.071 

8.625 

.277 

24.696 

25.36 

27.10 

.47 

.44 

8 

7.981 

8.625 

.322 

28.554 

25.07 

27.10 

.48 

.44 

9 

8.941 

9.625 

.342 

33.907 

28.09 

30.24 

.43 

.40 

10 

10.192 

10.750 

.279 

31.201 

32.02 

33.77 

.37 

.36 

10 

10.136 

10.750 

.307 

34.240 

31.84 

33.77 

.38 

.36 

10 

10.020 

10.750 

.365 

40.483 

31.48 

33.77 

.38 

.36 

11 

11.000 

11.750 

.375 

45.557 

34.56 

36.91 

.35 

.33 

12 

12.090 

12.750 

- .330 

43.773 

37.98 

40.06 

.32 

.30 

12 

12.000 

12.750 

.375 

49.562 

37.70 

40.06 

.32 

.30 

13 

13.250 

14.000 

.375 

54.568 

41.63 

43.98 

.29 

.27 

14 

14.250 

15.000 

.375 

58.573 

44.77 

47.12 

.27 

.25 

15 

15.250 

16.000 

.375 

62.579 

47.91 

50.27 

.25 

.24 


Nominal 

Diameter. 

AREA. 

Lineal Feet 
containing 

1 Cubic Foot. 

No. of 
Threads 
per Inch. 

Contents to 1 
Lineal Foot. 

COUPLINGS FOR PIPE. 

Internal. 

External. 

Outside Diam 

Length. 

Inches. 

Sq. Inches. 

Sq. Inches. 

Gallons. 

Inches. 

Inches. 

Vs 

.06 

.13 

2540.00 

27 

.003 

.59 

.81 

X 

.10 

.23 

1384.00 

18 

.005 

.72 

.94 

Vs 

.19 

.36 

754.40 

18 

.010 

.84 

1.06 

Vi 

.30 

.55 

473.90 

14 

.016 

1.00 

1.31 

H 

.53 

.87 

270.00 

14 

.028 

1.33 

1.56 

l 

.87 

1.35 

166.60 

11 X 

.015 

1.56 

1.81 

IX 

1.50 

2.16 

96.28 

ll X 

.078 

1.95 

2.13 

1J4 

2.04 

2.84 

70.73 

11 X 

.106 

2.22 

2.38 

2 

3.35 

4.43 

42.91 

11 X 

.174 

2.75 

2.63 

2H 

4.78 

6.49 

30.08 

8 

.249 

3.28 

2.88 

3 

7.38 

9.62 

19.48 

8 

.380 

3.94 

3.13 

3^ 

9.88 

Iai.O ( 

14.57 

8 

.514 

4.44 

3.63 

4 

12.72 

15.90 

11.31 

8 

.661 

5.00 

3.63 

4 X 

15.93 

19.63 

9.03 

8 • 

.828 

5.50 

3.63 

5 

19.99 

24.30 

7.20 

8 

1.040 

6.22 

4.13 

6 

28.87 

34.47 

4.98 

8 

1.500 

7.31 

4.13 

7 

38.71 

45.66 

3.72 

8 

2.010 

8.31 

4.13 

8, 

51.16 

58.43 

2.82 

8 

2.660 

9.31 

4.63 

8 

50.03 

. 58.43 

2.88 

8 

2.610 

9.31 

4.63 

9 

62.79 

72.76 

2.29 

8 

3.260 

10.38 

5.13 

10 

81.47 

90.76 

1.77 

8f 

4.230 

11.66 

6.13 

10 

80.33 

90.76 

1.78 

8 

4.190 

11.66 

6.13 

10 

78.86 

90.76 

1.83 

8 

4.100 

11.66 

6.13 

11 

95.03 

108.43 

1.52 

8 

4.940 

12.66 

6.13 

12 

114.63 

127.68 

L25 

8 

5.960 

13.88 

6.13 

12 

113.10 

127.68 

1.27 

8 

5.880 

13.88 

6.13 

13 

137.89 

153.94 

1.04 

8 

7.160 

15.06 

6.13 

14 

159.48 

176.71 

.90 

8 

8.280 

16.38 

6.13 

15 

182.65 

201.06 

.79 

8 

9.490 

17.38 

1 6.13 





























































CAMBRIA STEEL. 393 

MANUFACTURERS’ STANDARD SPECIFICATIONS. 

Revised September 1 , 1916 

STRUCTURAL STEEL. 

Grades. 

1. These specifications cover three classes of structural steel, namely: 

Class A steel, to be used for railway bridges and ships. 

Class B steel, to be used for buildings, highway bridges, train sheds and 
similar structures. 

Class C dfteel, to be used for structural rivets. 

I. MANUFACTURE. 

Process. 

2. Steel for Classes A and C shall be made by the open-hearth process. 
Steel for Class B may be made either by the open-hearth or by the Bessemer 
process. 

II. CHEMICAL PROPERTIES AND TESTS. 

Chemical Composition. 

3. The steel shall conform to the following requirements as to chemical 
composition: 


Elements Considered. 

Class A 
Steel. 

Class B 
Steel. 

Class C 
Steel. 

Phosphorus, max., per cent.: 




Basic open hearth. 

0.04 

0.06 

0.04 

Acid open hearth. 

0.06 

0.08 

0.04 

Bessemer. .... 


0.10 


Sulphur, max., per cent. 

0.05 


0.045 


Ladle Analyses. 

4. To determine whether the material conforms to the requirements 
specified in section 3, an analysis shall be made by the manufacturer from a 
test ingot taken during the pouring of each melt. A copy of this analysis 
shall be given to the purchaser or his representative, if requested. 

Check Analyses. 

5. A check analysis of Class A and Class C steel may be made by the pur¬ 
chaser from finished material representing each melt, in which case an excess 
of 25 per cent, above the requirements specified in section 3 shall be allowed. 





















394 CAMBRIA STEEL. 


III. PHYSICAL PROPERTIES AND TESTS. 


Tension Tests. 

6. The steel shall conform to the following requirements as to tensile 
properties: 


Properties Considered. 

Class A 
Steel. 

Class B 
Steel. 

Class C 
Steel. 

Tensile strength, lb. per sq. in. 

55,000-65,000 

55,000-65,000* 

46,000-56,000 

Yield point, minimum, lb. per 
sq. in. 

0.5 tens. str. 

0.5 tens. str. 

0.5 tens. str. 

Elongation in 8 in., min., per 
cent . 

l,400,000f 

l,400,00t)V 

1,400,000 

Elongation in 2 in., min., per 
cent. (Fig. 2). 

tens. str. 

22 

tens. str. 

22 

# tens. str. 


* See section 8. f See section 9. 


Yield Point. 

7. The yield point shall be determined by the drop of the beam of the 
testing machine. 

Modification in Tensile Strength. 

8. Class B steel may have tensile strength up to 70,000 lb. maximum, 
provided the elongation is not less than the percentage required for 65,000 lb. 
tensile strength. 

Modifications in Elongation. 

9. (a) For material over 24 in. in thickness, a deduction of 1 from the 
percentage of elongation in 8 in. specified for Classes A and B in section 6 
shall be made for each increase of 34 in. in thickness above % in., to a minimum 
of 18 per cent. 

(b) For material under yg in. in thickness, a deduction of 2.5 from the 
percentage of elongation in 8 in. specified for Classes A and B in section 6 
shall be made for each decrease of rj in. in thickness below & in. 

Character of Fracture. 

10. All broken tension test specimens shall show a silky fracture. 

Rend Tests. 

11. (a) The test specimen for plates, shapes and bars shall bend cold 
through 180 deg. without fracture on the outside of the bent portion, as follows: 
For material 24 in. and under in thickness, flat on itself; for material over 
% in. up to 134 in. in thickness, qround a pin the diameter of which is equal 
to 134 times the thickness of the specimen; and for material over 134 in. in 
thickness, around a pin the diameter of which is equal to twice the thickness 
of the specimen. 


























CAMBRIA STEEL. 


395 


(b) The test specimen for pins and rollers shall bend cold through 
180 deg. around a 1-in. pin without fracture on the outside of the bent portion. 

(c) A rivet rod shall bend cold through 180 deg. flat on itself without 
fracture on the outside of the bent portion. 

(d) Bend tests may be made by pressure or by blows. 


Test Specimens. 

12. (a) Tension and bend test specimens shall be taken from the finished 
rolled or forged product, and shall not be annealed or otherwise treated, except 
as specified in section 13. 

(b) Tension and bend test specimens for plates, shapes and bars, 
except as specified in paragraph (c), shall be of the full thickness of material 
as rolled, and with both edges milled to the form and dimensions shown in 
Fig. 1, or may have both edges parallel. 


U -ABOUT 






r< 


' PARALEELSECTIOW^j 
i not'less THAN 9" i 

| I 



ABOUT 18 - 


Fig. 1. 


(c) Tension and bend test specimens for plates and bars (except eye-bar 
flats) over 1in. in thickness or diameter may be turned or planed to a diameter 
or thickness of at least % in. for a length of at least 9 in. 

(d) Tension and bend test specimens for pins and rollers shall be taken 
parallel to the axis, 1 in. from the surface of the bar. Tension test specimens 
shall be of the form and dimensions shown in Fig. 2. Bend test specimens 
shall be 1 in. by in. in section. 



Fig. 2. 


(e) Rivet bars shall be tested in full-size section as rolled. 













































396 CAMBRIA STEEL. 


Annealed Specimens. 

13. Test specimens for material which is to be annealed or otherwise treated 
before use shall be cut from properly annealed or similarly treated short lengths 
of the full section of the piece. 

Number of Tests. 

14. (a) At least one tension test and one bend test shall be made from each 
melt. If material from one melt differs ¥& in. or more in thickness, tests shall 
be made from both the thickest and the thinnest material rolled. 

(b) If any test specimen develops flaws, or if an 8-in. tension test 
specimen breaks outside the middle third of the gage length, or if a 2-in. ten¬ 
sion test specimen breaks outside the gage length, it nl&y be discarded and 
another specimen substituted therefor. 

(c) Material intended for fillers or ornamental purposes will not be 
subject to test. 

IV. PERMISSIBLE VARIATIONS IN WEIGHT AND GAGE. 

Permissible Variations. 

15. (a) The sectional area or weight of each structural shape and of each 
rolled-edge plate up to and including 3G inches in width shall not vary more 
than 2.5 per cent, from theoretical or specified amounts. 

(b) The thickness cr weight of each universal plate over 36 in. in 
width, and of each sheared plate, shall conform to the schedules of permissible 
variations for sheared plates, Manufacturers’ Standard Practice, appended to 
these specifications. 

(c) The weights of angles, tees, zees and channels of bar sizes, and the 
dimensions of rounds, squares, hexagons and flats, shall conform to the Manu¬ 
facturers’ Standard Practice governing the allowable variations in size and 
weight of hot-rolled bars. 

V. FINISH. 

Finish. 

16. The finished material shall be free from injurious defects and shall 
have a workmanlike finish. 

VI. MARKING. 

Marking. , 

17. The name of the manufacturer and the melt number shall be legibly 
marked, stamped or rolled- upon all finished material, except that each pin 
and roller shall be stamped on the end. Rivet and lattice steel and other 
small pieces may be shipped in securely fastened bundles, with the above 
marks legibly stamped on attached metal tags. Test specimens shall have 
their melt numbers plainly marked or stamped. 

VII. INSPECTION AND REJECTION. 

Inspection. 

18. The inspector representing the purchaser shall have free entry, at all 
times while work on the contract of the purchaser is being performed, to all 
parts of the manufacturer’s works which concern the manufacture of the 





CAMBRIA STEEL. 397 


material ordered. The manufacturer shall afford the inspector, free of cost, 
all reasonable facilities to satisfy him that the material is being furnished in 
accordance with these specifications. All tests and inspection shall be made 
at the place of manufacture prior to shipment, and shall be so conducted as 
not to interfere unnecessarily with the operation of the works. 

Rejection. 

19. Material which, subsequent to the above tests at the mills and its 
acceptance there, develops weak spots, brittleness, cracks or other imperfec¬ 
tions, or is found to have injurious defects, may be rejected at the shop, and 
shall then be replaced by the manufacturer at his own cost. 


BOILER STEEL. 


Grades. 

1. There shall be three grades of steel for boilers, namely: flange, firebox, 
and boiler rivet. 

I. MANUFACTURE. 

Process. 

2. The steel shall be made by the open-hearth process. 

II. CHEMICAL PROPERTIES AND TESTS. 

Chemical Composition. 

3. The steel shall conform to the following requirements as to chemical 
composition: 


Elements Considered. 

Flange 

Steel. 

Firebox 

Steel. 

Boiler 

Rivet 

Steel. 

Manganese, per cent. 

0.30 to 0.60 

0.30 to 0.50 

0.30 to 0.50 

Phosphorus, max., per cent.: 

Basic. 

0.04 

0.035 

0.04 

Acid. 

0.05 

0.04 

0.04 

Sulphur, max., per cent. 

0.05 

0.04 

0.045 


Ladle Analyses. 

4. To determine whether the material conforms to the requirements 
specified in section 3, an analysis shall be made by the manufacturer from a 
test ingot taken during the pouring of each melt. A copy of this analysis 
shall be given to the purchaser or his representative. 

Check Analyses. 

5. A check analysis may be made by the purchaser from a broken tension 
test specimen representing each plate as rolled, and this analysis shall conform 
to the requirements specified in section 3. 




















398 CAMBRIA STEEL. 


III. PHYSICAL PROPERTIES AND TESTS. 

Tension Tests. 


6. The steel shall conform to the following requirements as to tensile 
properties: 


Properties Considered. 

Flange 

Steel. 

Firebox 

Steel. 

Boiler 

Rivet 

Steel. 

Tensile strength, lb. per 
sq. in. 

55,000-65,000 

52,000-60,000 

45,000-55,000 

Yield point, min., lb. per 
sq. in. 

0.5 tens. str. 

% % 

0.5 tens. str. 

0.5 tens. str. 

Elongation in 8 in., min., per 
cent. 

1,450,000* 

1,450,000* 

1,450,000 


tens. str. 

tens. str. 

tens. str. 


* See section 8. 


Yield Point. 

7. The yield point shall be determined by the drop of the beam of the 
testing machine. 

\ 

Modifications in Elongation. 

8. (a) For plates over £4 in. in thickness, a deduction of 0.5 from the 
specified percentage of elongation wall be allowed for each increase of 34 in. in 
thickness above 24 in., to a minimum of 20 per cent. 

(b) For plates under ^ in. in thickness, a deduction of 2.5 from the 
percentage of elongation specified in section 6 shall be made for each decrease 
of rs in. in thickness below ^ in. 

Bend Tests. 

9. (a) Cold-bend tests shall be made on the material as rolled. 

(b) Quench-bend test specimens, before bending, shall be heated to a 
light cherry red as seen in the dark (about 1200 deg. F.), and quenched in 
water the temperature of which is about 80 deg. F. 

(c) Specimens for cold-bend and quench-bend tests of flange and firebox 
steel shall bend through 180 deg. without fracture on the outside of the bent 
portion, as follows: For material 24 in. and under in thickness, flat on them¬ 
selves; for material over 24 in. up to 134 in. in thickness, around a pin the 
diameter of which is equal to the thickness of the specimen; and for material 
over 134 in. in thickness, around a pin the diameter of which is equal to 134 
times the thickness of the specimen. 

(d) Specimens for cold-bend and quench-bend tests of boiler rivet 
steel shall bend cold through 180 deg. flat on themselves without fracture on 
the outside of the bent portion. 

(e) Bend tests may be made by pressure or by blows. 






















CAMBRIA STEEL. 399 


Test Specimens. 

10. (a) Tension and bend test specimens for plates shall be taken from the 
finished product, and shall be of the full thickness of material as rolled. Ten¬ 
sion test specimens shall be of the form and dimensions shown in Fig. 1. Bend 
test specimens shall be 1 yi. in. t:> 2'/t in. widest and shall have the sheared 
edges milled or planed. 

(b) The tension and bend test specimens for rivet bars shall be of the 
full-size section of material as rolled. 

Number of Tests. 

11. (a) One tension, one cold-bend, and one quench-bend test shall be 
made from each plate as rolled. 

(b) Two tension, two cold-bend, and two quench-bend tests shall be 
made for each melt of rivet steel. 

(c) If any test specimen develops flaws, or if a tension test specimen 
breaks outside the middle third of the gage length, it may be discarded and 
another specimen substituted therefor. 

IV. PERMISSIBLE VARIATIONS IN WEIGHT AND GAGE. 
Permissible Variations. 

12. (a) The. thickness or weight of each sheared plate shall conform to the 
schedule of permissible variations, Manufacturers’ Standard Practice, appended 
to these specifications. 

(b) The dimensions of rivet bars shall conform to the Manufacturers’ 
Standard Practice governing allowable variations in the size of hot-rolled bars. 

V. FINISH. 

Finish. 

13. The finished material shall be free from injurious defects and shall 
have a workmanlike finish. 

VI. MARKING. 

Marking. 

14. The melt or slab number, name of the manufacturer, grade, and the 
minimum tensile strength for its grade as specified in section 6 shall be legibly 
stamped on each plate. The melt or slab number shall be legibly stamped 
on each test specimen representing that melt or slab. 

VII. INSPECTION AND REJECTION. 

Inspection. 

15. The inspector representing the purchaser shall have free entry, at all 
times while work on the contract of the purchaser is being performed, to all 
parts of the manufacturer’s works which concern the manufacture of the 
material ordered. The manufacturer shall afford the inspector, free of cost, 
all reasonable facilities to satisfy him that the material is being furnished in 
accordance with these specifications. All tests and inspection shall be made 
at the place of manufacture prior to shipment, and shall be so conducted as 
not to interfere unnecessarily with the operation of the works. 

Rejection. 

16. Material which, subsequent to the above tests at the mills and its 
acceptance there, develops weak spots, brittleness, cracks or other imperfec¬ 
tions, or is found to have injurious defects, may be rejected at the shop, and 
shall then be replaced by the manufacturer at his own cost. 








* 


400 


CAMBRIA STEEL. 


MANUFACTURERS’ STANDARD PRACTICE. 

PERMISSIBLE VARIATIONS IN WEIGHT AND THICKNESS 

OF SHEARED PLATES. 


WHEN ORDERED TO WEIGHT. 


One cubic inch of rolled steel is assumed to weigh 0.2833 pound. 

When ordered to weight per square foot, the weight of each lot* in each 
shipment shall not vary from the weight ordered more than the amount given 
in the following table: 


Permissible Variations in Average Weights per Square Foot of Plates for 
Widths Given, Expressed in Percentages of Ordered Weights. 


Ordered weight 

Lbs. per Sq. Ft. 

Under 48 

In. 

48 in. incl. 
to 

60 in. excl. 

60 in. inch 
to 

72 in. excl. 

72 in. inch 
to 

84 in. excl. 

84 in. inch 
to 

96 in. excl. 

Over. | 

Under. 

Over. 

Under. 

Over. 

Under. 

Over. 

Under. 

Over. 

Under. 

Under 5 

5 

3 

5.5 

3 

6 

3 

7 

3 



5 inch to 7.5 excl. 

4.5 

3 

5 

3 

5.5 

3 

6 

3 



7.5 “ “ 10 

4 

3 

4.5 

3 

5 

3 

5.5 

3 

6 

3 

10 “ “ 12.5 “ 

3.5 

2.5 

4 

3 

4.5 

3 

5 

3 

5.5 

3 

12.5 “ “ 15 

3 

2.5 

3.5 

2.5 

4 

3 

4.5 

3 

5 

3 

15 “ “ 17.5 “ 

2.5 

2.5 

3 

2.5 

3.5 

2.5 

4 

3 

4.5 

3 

17.5 “ “ 20 

2.5 

2 

2.5 

2.5 

3 

2.5 

3.5 

2.5 

4 

3 

20 “ “ 25 

2 

2 

2.5 

2 

2.5 

2.5 

3 

2.5 

3.5 

2.5 

25 “ “30 

• 

2 

2 

2 

2 

2.5 

2 

2.5 

2.5 

3 

2.5 

30 “ “40 

2 

2 

2 

2 

2 

2 

2.5 

2 

2.5 

2.5 

40 or over 

2 

2 

2 

2 

2 

2 

2 

2 

2.5 

2 


Note: —The weight per square foot of individual plates shall not vary from 
the ordered weight by more than 1 y 2 times the amount given in this table. 

.* The term lot applied to this table means all of the plates of each group 
width and group weight. 
















































CAMBRIA STEEL. 


401 


MANUFACTURERS’ STANDARD PRACTICE. 

PERMISSIBLE VARIATIONS IN WEIGHT AND THICKNESS 

OF SHEARED PLATES. 


WHEN ORDERED TO WEIGHT. 


One cubic inch of rolled steel is assumed to weigh 0.2833 pound. 

When ordered to weight per square foot, the weight of each lot* in each 
shipment shall not vary from the weight ordered more than the amount given 
in the following table: 



the ordered weight by more than times the amount given in this table. 

* The term “lot” applied to this table means all of the plates of each group 
width and group weight. 




































402 


CAMBRIA STEEL. 


MANUFACTURERS’ STANDARD PRACTICE. 

PERMISSIBLE VARIATIONS IN WEIGHT AND THICKNESS 
OF SHEARED PLATES (Continued). 


WHEN ORDERED TO THICKNESS. 


One cubic inch of rolled steel is assumed to weigh 0.2S33 pound. 

When ordered to thickness, the thickness of each plat^ 'shall not vary more 
than 0.01 inch under that ordered. The overweight of each lot* in each ship¬ 
ment shall not exceed the amount given in the following table: 


Permissible Excess in Average Weights Per Square Foobof Plates for 
Widths Given, Expressed in Percentages of Nominal Weights. 


Ordered Thickness 










Inch. 


48 in. | 

60 in. 

72 in. 

84 in. 

96 in. 

108 in. 

120 in. 

132 in 

Under 

inch to 

inch to 

inch to 

inch to 

inch to 

inch to 

inch to 


48 in. 

60 in. 

72 in. 

84 in. 

96 in. 

108 in. 

120 in. 

132 in. 

or 



excl. 

excl. 

excl. 

excl. 

excl. 

excl. 

excl. 

over 

T Tnder '/e. 

9 

10 

12 

14 






l zi inch to -h excl. 

8 

9 

10 

12 






A “ “ % “ 

7 

8 

9 

10 

12 





X “ “ A “ 

6 

7 

8 

9 

10 

12 

14 

16 

19 

■h “ “ H “ 

5 

6 

7 

8 

9 

10 

12 

14 

17 

H “ “ A “ 

4.5 

5 

6 

7 

8 

9 

10 

12 

15 

7 a u 1/ u 

TS 72 

4 

4.5 

5 

6 

7 

8 

9 

10 

13 

K “ “ % “ 

3.5 

4 

4.5 

5 

6 

7 

8 

9 

11 

H “ “ H “ 

3 

3.5 

4 

4.5 

5 

6 

7 

8 

9 

3/i “ “ 1 “ 

2.5 

3 

3.5 

4 

4.5 

5 

6 

7 

8 

1 or over 

2.5 

2.5 

3 

3.5 

4 

4.5 

5 

6 

7 


* The term “lot” applied to this table means all of the plates of each group 
width and group thickness. 







































CAMBRIA STEEL. 403 


WOODEN BEAMS AND COLUMNS. 

The results of a series of studies of wooden beams and columns 
of various kinds of American timber are contained in the Pro¬ 
ceedings of the Fifth Annual Convention of the Association of 
Railway Superintendents of Bridges and Buildings, October, 1895, 
at which the Committee on Strength of Bridge and Trestle 
Timbers presented a report, portions of which have been used in 
preparing certain of the tables on the following pages, but as 
noted thereon the arrangement and values in many cases have 
been modified by later information from various sources. 

The publications of the Forestry Division of the United States 
Department of Agriculture, Bulletins Nos. 8 and 12, and Circular 
No. 15, contain reports of tests of American woods, and deduc¬ 
tions drawn therefrom. Extracts and tables from these reports 
are given on the following pages. 

The tables of safe loads for wooden beams and tables of 
strength of wooden columns given on the following pages have 
been specially calculated for this book, using the information 
regarding the properties of the various species contained in the 
reports above referred to, as modified in some cases by later data. 

In order that information on this subject will be more complete, 
tables are given herein showing structural timber stress values, as 
published in the United States Forestry Service Bulletin, No. 108, 
and also those recommended by the American Railway Engineer¬ 
ing and Maintenance of Way Association, Bulletin No. 107. 

Explanation of the Tables of Safe Loads in Pounds, Uni¬ 
formly Distributed, for Rectangular Wooden Beams 
One Inch Thick, Pages 416 to 421 Inclusive. 

General. 

For convenience in use, three of these tables have been prepared 
from which the safe loads of the various species can be obtained, 
either directly or by proportion as stated in the footnotes. 

The values given in the tables are the safe loads in pounds uni¬ 
formly distributed, including the weight of the beam itself, for 
rectangular beams one inch thick for spans from four to forty feet 
and for depths from four to twenty-four inches. The safe load 
for a beam of any thickness may be found by multiplying the 
values given in the tables by the thickness of the beam in inches. 

The last column of each of the three Tables of Safe Loads for 






404 CAMBRIA STEEL. 


Rectangular Wooden Beams gives a coefficient of deflection, by 
means of which the deflection for any beam may be obtained, 
corresponding to the given span and safe load, by dividing the 
coefficient by the depth of the beam in inches, which will give 
approximately the deflection in inches under the given conditions. 

In each table the deflection coefficient is given for only one 
species of wood, as shown, but the deflections for other species 
may be obtained from these by proportion as explained hereafter. 

For the reason that wood has no well-defined limit or modulus 
of elasticity the deflections obtained by the use of the coefficients 
are only approximate and will vary, according to the moisture 
content of the wood and the character of the loading. The 
deflections thus obtained are, therefore, useful only as a general 
indication of the amount of bending to be expected under the 
given conditions and are not exact as in the case of materials like 
steel, which has a well-defined limit and modulus of elasticity.* 

The safe loads for other species of woods than those stated in 
the headings of the tables may be obtained from those given, by 
direct proportion, dependent upon the ratio of their allowable 
unit stress as compared with that for which the table is figured, 
as stated in the foot-notes at the bottom of the tables. 

* Note. —“A series of tests, undertaken at the College of Forestry at Cornell 
University, seems to demonstrate that, at least in coniferous wood, a definite 
elastic limit for any particular piece can be easily shown, and, that it coincides 
with the theoretically calculated elastic limit upon the bases of compression 
tests and their application, according to Neely’s formula.” 

Explanation of the Table of Safe Loads for Rectangular 
Beams of White Pine, Cedar, Spruce or 
Eastern Fir. 

The values for the various species of woods, which are included 
in this table are calculated for an allowable fibre stress, for 
flexure, of 700 pounds per square inch. 

The deflection coefficients are given for white pine and are based 
upon a modulus of elasticity of 1 000 000 pounds per square inch. 

The lower dotted line crossing the table indicates the limits of 
spans for which the deflection will exceed j of the span for the 
kind of wood for which the deflection coefficient is given. For 
spans below the line the safe loads given in the tables will produce 
a deflection greater than 3 ^ of the span, while those above the 
line will produce less than this, which is the usual limit of deflec¬ 
tion in order to prevent cracking of plastered ceilings. Similarly, 





CAMBKIA STEEL. 405 


the upper dotted line indicates the limit of deflection for the kind 
of wood for which the deflection coefficient is given, corresponding 
to a modulus of elasticity of 500 000 pounds per square inch, 
which should be considered in cases where the deflection should 
be more closely limited. 

The coefficients of deflection for Cedar corresponding to moduli 
of 700 000 and 350 000 may be obtained by multiplying those 
of the table by ^ and ^ respectively, and for Spruce and 
Eastern Fir corresponding to moduli of 1 200 000 and 600 000 by 
multiplying those of the table by £ and f respectively. 

The full zig-zag line in the table gives the limits of the safe loads 
corresponding to the allowable shearing stress along the neutral 
axis of the beam. The safe loads above the line, which are based 
upon the extreme fibre strains, will produce shearing stresses 
along the axis or with the grain in excess of that allowable, which, 
in the case of White Pine and the other woods of this table, is 
100 pounds per square inch. 

The position of this line, which indicates the limit of safe loads 
for shearing along the neutral axis, was determined by the aid 
of the following formula: 

W =— 

3 

in which 

W = safe load in pounds uniformly distributed, 
d = depth of beam in inches, 
b = breadth of beam in inches. 

s = allowable shear in the direction of the grain in pounds per 
square inch. 

Explanation of the Table of Safe Loads for Rectangular 
Beams of Short-leaf Yellow Pine. 

The table is calculated for an allowable fibre stress, for flexure, 
of 1 000 pounds per square inch. 

The deflection coefficients are figured for a modulus of elasticity 
of 1 200 000 pounds per square inch, but may be used for other 
moduli, after obtaining the corresponding coefficients by pro¬ 
portion as heretofore explained. 

The lower dotted line across the table indicates the limits of 
spans for which the safe load will produce deflections greater than 







406 CAMBRIA STEEL. 


jfo of the length of the beam. Values above the line will give 
less deflection than this, and those below will give greater, based 
on a modulus of 1 200 000 pounds per square inch. Similarly, 
the upper dotted line indicates the limit of deflection correspond¬ 
ing to a modulus of elasticity of 600 000 pounds per square inch. 

The full zig-zag line across the table indicates the limiting spans 
and loads based on the allowable intensity of shearing stress along 
the neutral axis of the beam. The values above the full zig-zag 
line correspond to shearing stresses greater than the allowable 
stress in the direction of the grain for Short-leaf Yellow Pine, 
while those below the line,, correspond to shearing stresses less 
than that allowable, which, in this case, is assumed to be 100 
pounds per square inch. 

Explanation of Tables of Safe Loads for Rectangular 
Beams of White Oak and Long-leaf Yellow Pine. 

This table is computed for an allowable fibre stress of 1 200 
pounds per square inch, for flexure, and the deflection coefficients 
are calculated for a modulus of elasticity of 1 500 000 pounds per 
square inch. 

The limit for a deflection of of the span is indicated by the 
lower dotted zig-zag line on the tables, the values below which 
correspond to deflections greater than, and those above to 
deflections less than, the limiting deflections. The upper dotted 
zig-zag line similarly indicates the limits of deflection for a 
modulus of elasticity of 750 000 pounds per square inch. 

The lower full zig-zag line indicates the limit of allowable 
shearing stress along the axis corresponding to the allowable 
intensity, for Yellow Pine, of 150 pounds per square inch. 

Similarly, the upper full zig-zag line indicates the limits for 
shearing along the axis for White Oak based on an allowable 
intensity of 200 pounds per square inch. 

BEARING AT POINTS OF SUPPORT. 

Care should be taken in designing to provide sufficient bearing 
at the points of support so that the allowable intensity of com¬ 
pression across the grain, as given in the tables on pages 409 to 
415, is not exceeded. 

This may be obtained, where necessary, by the use of corbels 
or bearing plates of harder wood arranged so as to give a large 
bearing area against the softer beam. 




CAMBRIA STEEL. 407 


The following statements are made in Bulletin No. 12, U. S. 
Department of Agriculture, Division of Forestry: 

RECOMMENDED PRACTICE. 

‘‘Since the strength of timber varies very greatly with the 
moisture contents (see Bulletin 8 of the Forestry Division), the 
economical designing of such structures will necessitate their being 
separated into groups according to the maximum moisture 
contents in use. 

MOISTURE CLASSIFICATION. 

“Class A (moisture contents, 18 per cent.)—Structures freely 
exposed to the weather, such as railway trestles, uncovered 
bridges, etc. 

“Class B (moisture contents, 15 per cent.)—Structures under 
roof but without side shelter, freely exposed to outside air, but 
protected from rain, such as roof trusses of open shops and sheds, 
covered bridges over streams, etc. 

“Class C (moisture contents, 12 per cent.)—Structures in 
buildings unheated, but more or less protected from outside air, 
such as roof trusses of barns, enclosed shops and sheds, etc. 

“Class D (moisture contents, 10 per cent.)—Structures in 
buildings at all times protected from the outside air, heated in the 
winter, such as roof trusses in houses, halls, churches, etc. 

“For long-leaf pine add to all the values given in the tables, 
except those for moduli of elasticity, tension and shearing, for 
Class B, 15 per cent.; for Class C, 40 per cent.; and for Class D, 
55 per cent. For the other species add to these values, for Class 
B, 8 per cent.; for Class C, 18 per cent., and for Class D, 25 per 
cent.” 

Based upon the above classification of structures, the two 
following tables have been figured to facilitate calculations of 
allowable loads for wooden beams and columns. 

Proportion of the Values given in the “Tables of Safe 
Loads for Wooden Beams,” Pages 416 to 421 inclusive, 
to be used in order to obtain the Safe Loads for the 
various classes of structures referred to above. 


Classes. 

Yellow Pine. 

All Others. 

Class A. 

1.00 

1.00 

Class B. 

1.15 

1.08 

Class C . 

1.40 

1.18 

Class D. 

1.55 

1.25 

















408 


CAMBRIA STEEL. 


Safety Factors to be applied to the Values given in the 
Table of “Strength of Solid Wooden Columns,” 
Pages 422 and 423, in order to obtain the Safe Loads 
for the various classes of structures referred to above. 


Classes. 

Yellow Pine. 

All Others. 

Class A. 

0.20 

0.20 

Class B. 

0.23 

0.22 

Class C. 

0.28 

0.24 

Class D. 

0*31 

0.25 



SPECIFIC GRAVITY AND WEIGHT PER FOOT 
FOR VARIOUS KINDS OF TIMBER. 


Name of Wood. 

Specific 

Gravity. 

Weight per 

Cubio Foot. 

Weight per 

Foot, Board 

Measure. 

White Oak. 

0.80 

49.94 

4.16 

White Pine. 

0.38 

23.72 

1.98 

Southern Long-leaf or Georgia Yellow 
Pine. 

0.61 

38.08 

3.17 

Douglas Fir. 

0.51 

31.84 

2.65 

Short-leaf Yellow Pine. 

0.51 

31.84 

2.65 

Red Pine (Norway Pine). 

0.50 

31.21 

2.60 

Spruce and Eastern Fir. 

0.40 

24.97 

2.08 

Hemlock. 

0.40 

24.97 

2.08 

Cypress. 

0.46 

28.72 

2.39 

Cedar. 

0.37 

23.10 

1.93 

Chestnut. 

0.66 

41.20 

3.43 

California Redwood. 

0.39 

24.16 

2.01 

California Spruce. 

0.40 

24.97 

2.08 


The specific gravities and weights given above are the averages 
of a large number of determinations by various authorities, for 
woods containing less than 15 per cent, of moisture or such as are 
commercially known as dry timber. The weights of green or 
unseasoned woods will be from 20 to 40 per cent, greater than 
those given in the above table. 










































CAMBRIA STEEL. 409 

SAFE UNIT STRESSES FOR TIMBER. 

Recommended in Bulletin No. 12, U. S. Department of 
Agriculture, Division of Forestry. 


Safe Unit Stresses at 18% Moisture. 


Species. 

Modulus of 
Strength at Rupture 

per Square Inch. 

Modulus 

of Elasticity per 

Square Inch. 

Elastic 

Resilience per 

Cubic Inch. 

Crushing Strength 

Endwise per 

Square Inch. 

Crushing Strength 

Across the Grain 

per Square Inch. 

Tensile 

Strength per 

Square Inch. 

Shearing 

Strength per 

Square Inch. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Lbs. 

Long-leaf Pine (Pinus 








palustris) D. 

1550 

720000 

1.30 

1000 

215 

12000 

125 

Short-leaf Pine (Pinus 








echinata) D. 

1300 

600000 

1.30 

840 

215 

9000 

100 

White Pine (Pinus stro- 








bus). 

880 

435000 

1.00 

700 

147 

7000 

75 

Norway Pine (Pinus res- 








inosa).. 

1090 

566000 


760 

143 



Colorado Pine (Pinus 








ponderosa). 

980 

444000 


630 

180 



Douglas Fir (Pseudot- 








suga douglasii). 

1320 

690000 


880 

167 



Redwood (Sequoia sem- 








pervirens)... 

*1440 

1226000 


650 

115 



Red Cedar (Juniperus 







virginiana). 

1000 

335000 


700 

250 



Bald Cypress (Taxo- 








dium distichum) D... 

1000 

450000 

1.10 

675 

120 

6000 

60 

White Oak (Quercus 








alba) D. 

1200 

550006 

1.25 

800 

400 

10000 

200 

Factor of Safety. 

5 

2 

1 

5 

3 

1 

4 


The values marked “ D ” were obtained from experiments made 
by the Forestry Division. The other values were obtained from 
various sources, chiefly the 10th Census Report, but so modified 
as to give results comparable with Forestry Division values. To 
arrive at true average values of strength multiply safe loads by 
factor of safety given in each column. The value for resilience 
and tensile strength are the ultimate values. The former is 
practically never used in designing. The latter is a factor 
impossible to develop in practice, since the piece will always fail 
in some other way, usually by shearing. 

The crushing strength across the grain in above is based upon a 
crushing of 3 per cent, of the cross sectional height of the piece. 


* This value is certainly too large, 
f “ “ “ “ small.—E d. 





























































410 CAMBRIA STEEL. 


AVERAGE TESTED STRENGTH VALUES OF 
STRUCTURAL TIMBERS WITH ORDINARY DEFECTS. 


Kind 

of 

Timber. 

i 

Condition. 

Average 

Moisture 

Content. 

Bene 

Fibre 

Stress 

at 

Elastic 

Lindt. 

ling. 

Modulus 

of 

Rupture. 

% 

Per Cent. 

Lbs. per 

Sq. In. 

Lbs. per 
Sq. In. 

Long-leaf Pine (Pinus 

Green. 

27.6 

3734 

6140 

Palustris). 

Air Seasoned 

19.2 

3691 

5749 

Douglas Fir (Pseudo- 

Green. 

33.2 

3968 

5983 

tsuga Taxifolia). 

Air Seasoned 

17.3 

4563 

6372 

Short-leaf Pine (Pinus 

Green. 

46.4 

3237 

5548 

Echinata). 

Air Seasoned 

15.9 

4675 

6573 

Western Larch (Larix 

Green. 

51.3 

3324 

4948 

Occidentalis). 

Air Seasoned 

17.9 

13503 

5856 

Loblolly Pine (Pinus 

Green. 

34.4 

3040 

5084 

Tseda). 

Air Seasoned 

17.9 

3517 

6118 

Tamarack (Larix Lari- 

Green. 

42.0 

2813 

4556 

cina). 

Air Seasoned 

21.5 

3730 

5498 

Western Hemlock (Tsuga 

Green. 

47.6 

3516 

5296 

Heterophylla). 

Air Seasoned 

17.7 

4398 

6420 

Redwood (Sequoia Sem- 

Green. 

87.5 

3760 

4472 

pervirens). 

Air Seasoned 

20.9 

3442 

3891 

Norway Pine (Pinus 

Green. 

49.0 

2492 

3864 

Resinosa). 

Air Seasoned 

15.7 

4069 

6054 


The above table presents the average results of an extensive series of tests 
on structural timbers as conducted by the United States Forestry Service 
and published in Bulletin No. 108, issued September 23, 1912. Many engineer¬ 
ing handbooks and other publications dealing with timber quote results of 
tests made only on small thoroughly seasoned specimens, free from defects. 
Such values may be from one and one-half to two times as high as stresses 
developed in large timbers and joists. 

The above tabulations, with the exception of those in final column headed 
"Shear,’’are based upon tests of structural size timbers having such defects 
as are ordinarily to be found. The “Shear” column values, owing to the 
method of testing, were obtained from small specimens and it will be seen 
that the shearing stresses developed are much higher than the calculated 
shearing stresses in beams that failed by horizontal shear. The difference is 
doubtless due to the fact that on account of checks and shakes, the actual 
area resisting shear is likely to be much less than the calculated area used in 
the formula for horizontal shear. Since large timbers almost invariably form 
checks during seasoning, it is not safe, in designing timber beams, to use 
shearing stresses higher than those determined for beams that failed in hori¬ 
zontal shear. 








































CAMBRIA STEEL. 411 


AVERAGE TESTED STRENGTH VALUES OF 
STRUCTURAL TIMBERS WITH ORDINARY DEFECTS. 


Bending. 


Compression. 


Shear. 

Modulus 

of 

Elasticity. 

*Eorizontal 

Shear. 

Parallel to Grain. 

Perpendicular 
to Grain. 

Shearing 
Strength 
(Small 
Specimens). 

Crushing 
Strength 
at Elastic 
Limit. 

Crushing 
Strength 
at Maximum 
Load. 

Modulus 

of 

Elasticity. 

Crushing 
Strength 
at Elastic 
Limit. 

1000 Lbs. 

Lbs. per 

Lbs. per 

Lbs. per 

1000 Lbs. 

Lbs. per 

Lbs. per 

per Sq. In. 

Sq. In. 

Sq. In. 

Sq. In. 

per Sq. In. 

Sq. -In. 

Sq. In. 

1463 

353 

3480 

4800 


568 

973 

1705 

272 

3480 

4800 


572 

984 

1517 

166 

2770 

3495 

1414 

570 

765 

1549 

221 

3271 

4258 

1038 

639 

822 

1473 

332 

2460 

3435 

1548 

351 

704 

1726 

364 

4070 

6030 

1951 

796 

1135 

1301 

288 

2675 

3510 

1575 

456 

700 

1487 

340 


5746 


597 

905 

1387 

335 

2050 

2940 

548 

500 

630 

1487 

434 

3011 

4292 

1206 

655 

1115 

1220 

261 

2400 

3230 

1373 


668 

1341 

299 

3349 

4320 

1351 


879 

1445 

288 

2905 

3355 

1617 

434 

630 

1737 

307 

4840 

5814 

2140 

473 

924 

1042 

302 

3194 

3882 

1240 

434 

742 

890 



4276 


525 

671 

1133 

232 

2065 

2555 

1002 


589 

1418 

278 

3047 

4228 

1367 


1145 


* Only those .pieces which failed first by horizontal shear are included in 
this column. 


The averages for the bending tests are the results of tests on timbers ranging 
in cross section from 4 by 10 inches to 8 by 16 inches, over a 15-ft. span. 

A comparison of the results of tests on air seasoned material with those 
on green material shows that, in general, all of the mechanical properties are 
increased by seasoning. Increase in strength of wood fibre, due to drying, 
is, in the case of large timbers, largely offset by a weakening of the timber 
due to the formation of checks. If the moisture content of a seasoned timber 
is increased, it loses strength rapidly, and if thoroughly soaked with water 
will become slightly weaker than when green. On this account, it is not safe 
in practice to depend upon any increase of strength in timbers, due to season¬ 
ing. When, however, large beams are seasoned with ordinary care, it is safe 
to assume that they are not weaker than when green. 

















































412 CAMBRIA STEEL. 


UNIT STRESSES FOR STRUCTURAL TIMBER. 

(Expressed in Pounds per Square Inch.) 


Find 

of 

Timber. 

Bending. 

Shearing. 

Extreme 

Fibre Stress. 

Modulus 

of 

Elasticity 

in 

Thou¬ 

sands. 

Parallel 
to Grain. 

Longitudinal 
Shear in Beams. 

Average 

Ultimate. 

Safe 

Stress. 

Average 

Ultimate. 

Safe 

Stress. 

Average 

Ultimate. 

Safe 

Stress. 

Douglas Fir. 

6100 

1200 

1510 

690 

‘170 

270 

110 

Long-leaf Pine... 

6500 

1300 

1610 

720 

180 

300 

120 

Short-leaf Pine... 

5600 

1100 

1480 

710 

170 

330 

130 

White Pine. 

4400 

900 

1130 

400 

100 

180 

70 

Spruce. 

4800 

1000 

1310 

600 

150 

170 

70 

Norway Pine. . . . 

4200 

800 

1190 

*590 

130 

250 

100 

Tamarack. 

4600 

900 

1220 

670 

170 

260 

100 

Western Hemlock 

5800 

1100 

1480 

630 

160 

*270 

100 

Redwood. 

5000 

900 

800 

300 

80 



Bald Cypress 

4800 

900 

1150 

500 

120 



Red Cedar.... 

4200 

800 

800 





White Oak. 

5700 

1100 

1150 

840 

210 

270 

no 


Note. —These unit stresses are for a green condition of timber and are to 
* Partially air-dry. 


The above table gives the ultimate and safe unit stress values for structural 
timber as adopted by the American Railway Engineering and Maintenance 
of Way Association, upon recommendation of their Committee on Wooden 
Bridges and Trestles, Convention of 1909; and published in the Association’s 
“Bulletin No. 107,” 1909, and “Manual,” 1911. 

They state that the working unit stresses given in this table are intended 
for railroad bridges and trestles. For highway bridges and trestles, the 
unit stresses may be increased twenty-five (25) per cent. For buildings 
and similar structures, in which the timber is protected from the weather and 
practically free from impact, the unit stresses may be increased fifty (50) 
per cent. To compute the deflection of a beam under long continued loading 
instead of that when the load is first applied, only fifty (50) per cent, of the 
corresponding modulus of elasticity given in the tables is to be employed.! 

The safe unit stresses were determined by carefully considering both the 
average ultimate stresses, which represent the best results now available, as 
well as the unit stresses which have been in use in designing wooden bridges 
and trestles, and have been demonstrated by extensive practice to be safe. 

t Timber has no well-defined modulus of elasticity.—E d. 
















































CAMBRIA STEEL. 413 


UNIT STRESSES FOR STRUCTURAL TIMBER. 

(Expressed in Pounds per Square Inch.) 


Compression. 

Ratio 

of 

Length 

to 

Stringer 

Depth. 

Perpendicular 
to Grain. 

Parallel 
to Grain. 

Columns 

under 

15 Diams. 

Safe Stress. 

Long Columns 
over 

15 Diameters. 

Safe Stress. 

Elastic 

Limit. 

Safe 

Stress. 

Average 

Ultimate. 

Safe 

Stress. 

630 

310 

3600 

1200 

900 

1200 U-m ) 

10 

520 

260 

3800 

1300 

980 

1300 ( “ ) 

10 

340 

170 

3400 

1100 

830 

1100 ( 44 ) 

10 

290 

150 

3000 

1000 

750 

1000 ( “ ) 

10 

370 

180 

3200 

1100 

830 

1100 ( “ ) 



150 

*2600 

800 

600 

800 ( “ ) 



220 

*3200 

1000 

750 

1000 ( “ ) 


440 

220 

3500 

1200 

900 

1200 ( “ ) 


400 

150 

3300 

900 

680 

900 ( “ ) 


340 

170 

3900 

1100 

830 

1100 ( 44 ) 


470 

230 

2800 

900 

680 

900 ( 44 ) 


920 

450 

3500 

1300 

980 

1300 ( 44 ) 

12 


be used without increasing the live load stresses for impact. 

L = length in inches. D = least side or diameter in inches. 


The relation between the strength of the lowest 10 per cent, group of tests 
and the average strength for each series, the relation between the elastic limit 
and the ultimate strength, as well as the fact that the live load stresses are 
not to be increased for impact, are all to be taken into account in determining 
the general relation between the safe stress and the average ultimate stress; 
it being always remembered that it is more rational to relate the safe unit 
stress to the elastic limit of the material than to its ultimate strength. 

As large columns not over 15 diameters in length may not develop more 
than 70 per cent, of the strength of short blocks, the column formulas are 
arranged to give approximately these relative values at the given limit of 
length when L, the length of the column in inches, equals 15 times its least 
diameter D, also expressed in inches. 

It is expected that these unit stresses will be revised at intervals of a few 
years, whenever new results of timber tests are published, or when the expe¬ 
rience of bridge engineers who have adapted them shall indicate that revision 
is desirable. 












































414 


CAMBRIA STEEL. 


AVERAGE ULTIMATE BREAKING UNIT 


Kind of Timber. 

Tension. 

With Grain. 

Across Grain. 

White Oak. 

», 12000 
7000 
12000 
8000 
9000 
8000 
8000 
6000 
6000 
7000 
8500 
7000 

2000 

500 

600 

White Pine . 

Southern Long-leaf or Georgia Yellow Pine. 

Dmivlas Fir. 

Short-leaf Yellow Pine. 

Red Pine (Norway Pine). 

Spruce and Eastern Fir. 

Hemlock. 

500 

500 

500 

Cypress. 


Cedar... . 


Chestnut. . 


California Redwood. 


California Spruce. 






AVERAGE SAFE ALLOWABLE WORKING UNIT 


Kind of Timber. 

Tension. 

With Grain. 

Across Grain. 

Factor of Safety. 

Ten. 

Ten. 

White Oak. 

1200 

700 

1200 

800 

900 

800 

800 

600 

600 

700 

850 

700 

200 

50 

60 

White Pine. 

Southern Long-leaf or Georgia Yellow Pine. 

Douglas Fir. ; . 

Short-leaf Yellow Pine. 

50 

50 

50 

Red Pine (Norway Pine). 

Spruce and Eastern Fir. 

Hemlock. 

Cypress. 


Cedar. 


Chestnut. 


California Redwood. 


California Spruce. 






The above tables are based on those recommended by the committee on 
intendents of Bridges and Buildings at their Fifth Annual Convention in 
by later data from various sources. 








































































CAMBRIA STEEL. 415 

STRESSES, IN POUNDS PER SQUARE INCH. 

Compression. 

Transverse. 

Shearing. 

With Grain. 

Across 

Grain. 

Extreme Fibre 
Stress. 

Modulus of 
Elasticity. 

With 

Grain. 

Across 

Grain. 

End Bearing. 

Columns Under 
15 Diams. 

7000 

5500 

7000 

5700 

6000 

5000 

6000 

5000 

3500 

5000 

4500 

4500 

4000 

4000 

4000 

4000 

3500 

4000 

4000 

4000 

2000 

700 

1400 

800 

1000 

800 

700 

600 

700 

700 

900 

600 

7000 

4000 

7000 

5000 

6000 

5000 

4000 

3500 

5000 

4000 

5000 

4500 

5000 

1500000 

1000000 

1500000 

1400000 

1200000 

1130000 

1200000 

900000 

900000 

700000 

1000000 

700000 

1200000 

800 

400 

600 

500 

400 

4000 

2000 

5000 

4000 

400 

350 

3000 

2500 

5000 

5500 

400 

600 

400 

1500 

2000 








STRESSES, IN POUNDS PER SQUARE INCH. 

Compression. 

Transverse. 

Shearing. 

With Grain. 

Across 

Grain. 

Extreme Fibre 
Stress. 

Modulus of 
Elasticity. 

With 

Grain. 

Across 

Grain. 

End Bearing. 

Columns Under 
15 Diams. 

Five. 

Five. 

Four. 

Six. 

Two. 

Four. 

Four. 

1400 

1100 

1400 

1100 

1200 

1000 

1200 

1000 

700 

1000 

900 

900 

800 

800 

800 

800 

700 

800 

800 

800 

500 

200 

350 

200 

250 

200 

200 

150 

200 

200 

250 

150 

1200 

700 

1200 

800 

1000 

800 

700 

600 

800 

700 

800 

750 

800 

750000 

500000 

750000 

750000 

600000 

565000 

600000 

450000 

450000 

350000 

500000 

350000 

600000 

200 

100 

150 

130 

100 

1000 

500 

1250 

1000 

100 

100 

750 

600 

1000 

1100 

100 

150 

100 

400 

500 








“Strength of Bridge and Trestle Timbers” of the Association of Railway Super- 
October, 1895, but the arrangement and values in many cases are now modified 












































































416 CAMBRIA STEEL. 


SAFE LOAD IN POUNDS 
FOR RECTANGULAR 
OF WHITE PINE, CEDAR 

Allowable fibre stress 700 pounds per square inch. Safety factor 6. 
Safe loads for other safety factors may be obtained as follows: 


Span 

Depth of Beam in Inches. 

Deflection 
Coefficient for 

in 












White Pine 

Feet. 

4 

6 

6 

7 

8 

9 

10 

11 

18 

13 

14 

V 

4 

311 

486 

700 

953 

1244 

1575 

1944 

2352 

2800 

3286 

3811 

.34 

5 

249 

389 

560 

762 

1 996 

1260 

1556 

1882 

2240 

2629 

3049 

.53 

6 

207 

324 

467 

635 

830 

1050 

1296 

1569 

1867 

2191 

2541 

.76 

7 

178 

278 

400 

544 

711 

900 

1111 

1344 

1600 

1878 

2178 

1.03 

8 

156 

243 

350 

476 

622 

788 

972 ! 1176 

1400 

1643 j 

1906 

1.34 

9 

138 

216 

311 

423 

553 

700 

864 

1046 

1244 

1460 

1694 

1.70 

10 

124 

194 

280 

381 

498 

630 

778 

941 

1120 

! 1314 

1524 

2.10 

11 

113 

177 

255 

346 

453 

573 

707 

856 

1018 

1195 

1386 

2.54 

12 

103 

162 

233 

318 

415 

525 

648 

784 

933 

1095 

1270 

3.02 

13 

96 

150 

215 

293 ' 

383 

! 485 

598 

724 

862 

1011 

1173 

3.55 

14 

89 

139 

200 

272 

356 

450 

556 

672 

800 

939 

1089 

4.12 

15 

83 

130 

187 

254 

332 

420 

519 

627 

747 

876 

1016 

4.73 

16 

78 

122 

175 

238 

311 

394' 

486 

! 588 

700 

821 

953 

5.38 

17 

73 

114 

165 

224 

293 

371 

458 

554 

659 

773 

897 

6.07 

18 

69 

108 

156 

212 

277 

350 

432 

523 

622 

730 

847 

6.80 

19 

65 

102 

147 

201 

262 

332 

409 

495 

589 

692 

802 

7.58 

20 


97 

140 

191 

249 

315 

389 

471 

560 

657 

762 

8.40 

21 


93 

133 

182 

237 

300 

370 

448 

533 

626 

726 

9.26 

22 


88 

127 

173 

226 

286 

354 

428 

509 

597 

693 

10.16 

23 


85 

122 

166 

216 

274 

338 

409 

487 

572' 

663 

11.11 

24 



117 

159 

207 

263 

324 

392 

467 

548 

635 

12.10 

25 



112 

152 

199 

252 

311 

376 

448 

526 

610 

13.13 

26 



108 

147 

191 

242 

299 

362 

431 

506 

586 

14.20 

27 



104 

141 

184 

233 

288 

349 

415 

487 

565 

15.31 

28 



100 

136 

178 

225 

278 

336 

400 

469 

544 

16.46 

29 



97 

131 

172 

217 

268 

325 

386 

453 

526 

17.66 

30 



93 

127 

166 

210 

259 

314 

373 

438 

508 

18.90 

31 



90 

123 

161 

203 

251 

304 

361 

424 

492 

20.18 

32 



88 

119 

156 

197 

243 

294 

350 

411 

476 

21.50 

38 



85 

115 

151 

191 

236 

285 

339 

398 

462 

22.87 

34 




112 

146 

185 

229 

277 

329 

387 

448 

24.28 

35 




109 

142 

180 

222 

269 

320 

376 

436 

25.73 


i 











































































CAMBRIA STEEL. 417 


UNIFORMLY DISTRIBUTED 
BEAMS ONE INCH THICK 
AND SPRUCE OR EASTERN FIR. 

Modulus of rupture 4 200 pounds per square inch. 


New safe load = Safe load from table X ^—-?-• • 

New factor 


Span 

Depth of Beam in Inches. 

Deflection 

Coefficientfor 

in 











White Pine 

Feet. 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

V 

9 

1944 

2212 

2498 

2800 

3120 

3457 

3811 

4183 

4571 

4978 

1.70 

10 

1750 

1991 

2248 

2520 

2808 

3111 

3430 

3764 

4114 

4480 

2.10 

11 

1601 

1810 

2044 

2291 

2552 

2828 

3118 

3422 

3740 

4073 

2.54 

12 

1458 

1659 

1873 

2100 

2340 

2593 

2858 

3137 

3428 

3733 

3.02 

13 

1346' 

1531 

1729 

1938 

2160 

2393 

2638 

2896 

3165 

3446 

3.55 

14 

1250 

1422 

1606 

1800 

2056 

2222 

2450 

2689 

2939 

3200 

4.12 

15 

1167 

1328 

1499 

1680 

1872 

2074 

2287 

2510 

2743 

2987 

4.73 

16 

1094 

1244 

1405 

1575 

1755 

1944 

2144 

2353 

2571 

2800 

5.38 

17 

1029 

1171 

1322 

1482 

1652 

1830 

2018 

2214 

2420 

2635 

6.07 

18 

972 

1106 

1249 

1400 

1560 

1728 

1906 

2091 

2286 

2489 

6.80 

19 

921 

1048 

1183 

1326 

1478 

1637 

1805 

1981 

2165 

2358 

7.58 

20 

875 

996 

1124 

1260 

1404 

1556 

1715 

1882 

2057 

2240 

8.40 

21 

833 

948 

1070 

1200 

1337 

1481 

1633 

1793 

1959 

2133 

9.26 

22 

795 

905 

1022 

1145 

1276 

1414 

1559 

1711 

1870 

2036 

10.16 

23 

761 

866 

977 

1096 

1221 

1353 

1491 

1637 

1789 

1948 

11.11 

24 

729 

830 

937 

1050 

1170 

1296 

1429 

1569 

1714 

1867 

12.10 

25 

700 

796 

899 

1008 

1123 

1244 

1372 

1506 

1645 

1792 

13.13 

26 

673' 

766 

865 

969 

1080 

1197 

1319 

1448 

1582 

1723 

14.20 

27 

648 

737' 

833 

933 

1040 

1152 

1270 

1394 

1524 

1659 

15.31 

28 

625 

711 

803 

900 

1003 

1111 

1225 

1344 

1469 

1600 

16.46 

29 

603 

687 

775 

869 

968 

1073 

1183 

1298 

1419 

1545 

17.66 

30 

583 

664 

749 

840 

936 

1037 

1143 

1255 

1371 

1493 

18.90 

31 

565 

642 

725 

813 

906 

1004 

1106 

1214 

1327 

1445 

20.18 

32 

547 

622 

703 

787 

877 

972 

1072 

1176 

1286 

1400 

21.50 

33 

534 

603 

681 

764 

850 

943 

1039 

1141 

1247 

1358 

22.87 

34 

515 

586 

661 

741 

826 

915 

1009 ! 1107 

1210 

1318 

24.28 

35 

500 

569 

642 

720 

802 

889 

980 

1076 

1176 

1280 

25.73 

36 

486 

553 

624 

700 

780 

864 

953 

1046 

1143 

1244 

27.22 

37 

473 

538 

608 

681 

759 

841 

927 

1017 

1112 

1211 

28.75 

38 

460 

524 

592 

663 

739 

819 

903 

991 

1083 

1179 

30.32 

39 

449 

511 

576 

646 

720 

798 

880 

965 

1055 

1149 

31.94 

40 

438 

498 

562 

630 

702 

778 

858 

941 

1029 

1120 

33.60 

















































































418 


CAMBRIA STEEL 


SAFE LOADS IN POUNDS 
FOR RECTANGULAR 
OF SHORT-LEAF 

Allowable fibre stress 1 000 pounds per square inch. Safety factor 6. 
Safe loads for other safety factors may be obtained as follows: 


Span 

Depth of Beam in Inches. 

Deflection 

Coefficient 

Feet. 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

V 

4 

444 

694 

1000 

1361 

1778 

2250 

2778 

3361 

4000 1 

•4694 

5444 

.40 

5 

356 

556 

800 

1089 

1422 

1800 

2222 

2689 

3200 

3756 

4356 

.63 

6 

296 

463 

667 

907 

1185 

1500 

1852 

2241 

2667 

3130 

3630 

.90 

7 

254 

397 

571 

778 

1016 

1286 

1587 

1921 

2286 

2683 

3111 

1.23 

8 

222 

347 i 

500 

681 

889 

1125 

1389 

1681 

2000 

2347 

2722 

1.60 

9 

198 

309 

444 

605 

790 

1000 

1235 

1494 

1778 

2086 I 2420 

2.03 

10 

178 

278 

400 

544 ! 

711 

900 

1111 

1344 

1600 

1878 

2178 

2.50 

11 

162 

253 

364 

495 

646 

818 

1010 

1222 

1455 

1707 

1980 

3.03 

12 

148 

231 

333 

454 

593 

750 

926 

1120 

1333 

1565 

1815 

3.60 

13 

137 

214 

308 

419 

547 

692 

855 

1034 

1231 

1444 

1675 

4.23 

14 

127 

198 

286 

389 

508 

643 

794 

960 

1143 

1341 

1556 

4.90 

15 

119 

185 

267 

363 

474 

600 

741 

896 ! 1067 

1252 

1452 

5.63 

16 

111 

174 

250 

340 

444 

563 

694 

840 

1000 

1174 

1361 

6.40 

17 

105 

163 

235 

320 

418 

529 

654 

791 

941 

1105 

1281 

7.23 

18 

99 

154 

222 

302 

395 

500 

617 

747 

889 

1043 

1210 

8.10 

19 

94 

146 

211 

287 

374 

474 

585 

708 

842 

988 

1146 

9.03 

20 

89 

139 

200 

272 

356 

450 

556 

672 

800 

939 

1089 

10.00 

21 

85 

132 

190 

259 

339 

429 

529 

640 

762 

894 

1037 

11.03 

22 

81 

126 

182 

247 

323 

409 

505 

611 

727 

854 

990 

12.10 

23 

77 

121 

174 

237 

309 

391 

483 

585 

696 

816 

947 

13.23 

24 


116 

162 

227 

296 

375 

463 

560 

667 

782 

907 

14.40 

25 


111 

160 

218 

284 

360 

444 

538 

640 

751 

871 

15.63 

26 


107 

154 

209 

274 

346 

427 

517 

615 

722 

838 

16.90 

27 


103 

148 

202 

263 

333 

412 

498 

593 

695 

807 

18.23 

28 


99 

143 

194 

254 

321 

397 

480 

571 

671 

778 

19.60 

29 



138 

188 

245 

310 

383 

464 

552 

648 

751 

21.03 

30 



133 

181 

237 

300 

370 

448 

533 

626 

726 

22.50 

31 



129 

176 

229 

290 

358 

434 

516 

606 

703 

24.03 

32 



125 

170 

222 

281 

347 

420 

500 

587 

681 

25.60 

33 



121 

165 

215 

273 

337 

407 

485 

569 

660 

27.23 

34 



118 

160 

209 

265 

327 

395 

471 

552 

641 

28.90 

35 



114 

156 

203 

257 

317 

384 

457 

537 

602 

30.63 


Safe loads for any fibre stress may be readily obtained from this table by 

proportion. 

























































































CAMBRIA STEEL. 419 


UNIFORMLY DISTRIBUTED, 
BEAMS ONE INCH THICK, 
YELLOW PINE. 

Modulus of rupture 6 000 pounds per square inch. 


New safe load = Safe load from table X rr-;-• 

New factor 


Span 

Depth of Beam in Inches. 

Deflection 

Coefficient 

Feet. 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

V 

9 

2778 

3160 

3568 

4000 

4457 

4938 

5444 

5975 

6531 

7111 

2.03 

10 

2500! 2844 

3211 

3600 

4011 

4444 

4900 

5378 

5878 

6400 

2.50 

11 

2273 

2586 

2919 

3273 

3646 

4040 

4455 

4889 

5343 

5818 

3.03 

12 

2083 

2370 

2676 

3000 

! 3343 

3704 

4083 

4481 

4898 

5333 

3.60 

13 

1923 

2188 

2470 

2769 

3085 

j 3419 

3769 

4137 

4521 

4923 

4.23 

14 

1786 

2032 

2294 

2571 

2865 

3175 

3500 

3841 

4198 

4571 

4.90 

15 

1667 

1896 

2141 

2400 

2674 

2963 

3267 

3585 

3919 

4267 

5.63 

16 

1563 

1778 

2007 

2250 

2507 

2778 

3062 

3361 

3674 

4000 

6.40 

17 

1471 

1673 

1889 

2118 

2359 

2614 

2882 

3163 

3458 

3765 

7.23 

18 

1389 

1580 

1789 

2000 

2228 

2469 

2722 

2988 

3265 

3556 

8.10 

19 

1316 

1497 

1690 

1895 

2111 

2339 

2579 

2830 

3094 

3368 

9.03 

20 

12501 1422 

1606 

1800 

2006 

2222 

2450 

2689 

2939 

3200 

10.00 

21 

1190 

1354 

1529 

1714 

1910 

2116 

2333 

2561 

2799 

3048 

11.03 

22 

1136 

1293 

1460 

1636 

1823 

2020 

2227 

2444 

2672 

2909 

12.10 

23 

1087 

1237 

1396 

1565 

1744 

1932 

2130 

2338 

2556 

2783 

13.23 

24 

1042 

1185 

1338 

1500 

1671 

1852 

2042 

2241 

2449 

2667 

14.40 

25 

1000 

1138 

1284 

1440 

1604 

1778 

1960 

2131 

2351 

2560 

15.63 

26 

962 

1094 

1235 

1385 

1543 

1709 

1885 

2068 

2261 

2462 

16.90 

27 

926 

1053 

1189 

1333 

1486 

1646 

1815 

1992 

2177 

2370 

18.23 

28 

893 

1016 

1147 

1286 

1433 

1587 

1750 

1921 

2099 

2286 

19.60 

29 

862 

981 

1107 

1241 

1383 

1533 

1690 

1854 

2027 

2207 

21.03 

30 

833 

948 

1070 

1200 

1337 

1481 

1633 

1793 

1959 

2133 

22.50 

31 

806 

918 

1036 

1161 

1294 

1434 

1581 

1735 

1896 

2065 

24.03 

32 

781 

889 

1003 

1125 

1253 

1389 

1531 

1681 

1837 

2000 

25.60 

33 

758 

862 

973 

1091 

1215 

1347 

1485 

1630 

1781 

1939 

27.23 

34 

735 

837 

944 

1059 

1180 

1307 

1441 

1582 

1728 

1882 

28.90 

35 

714 

813 

917 

1029 

1146 

1270 

1400 

1537 

1677 

1829 

30.63 

36 

694 

780 

894 

1000 

1114 

1235 

1361 

1494 

1633 

1778 

32.40 

37 

676 

769 

868 

973 

1084 

1201 

1324 

1453 

1589 

1730 

34.23 

38 

658 

749 

845 

947 

1056 

1169 

1289 

1415 

1547 

1684 

36.10 

39 

641 

729 

823 

923 

1028 

1140 

1256 

1379 

1507 

1641 

38.03 

40 

625 

711 

803 

900 

1003 

mi 

1225 

1344 

1469 

1600 

40.00 


Safe loads for beams of California Redwood, M of above. 






















































































420 CAMBRIA STEEL. 


SAFE LOADS IN POUNDS 
FOR RECTANGULAR 
OF WHITE OAK AND 


Allowable fibre stress 1 200 pounds per square inch. Safety factor 6. 
Safe loads for other safety factors may be obtained as follows: 


Span 

in 

Depth of Beam in Inches. 

Deflection 

Coefficient. 

Feet. 

4 

5 

6 

7 

8 

9 

10 

11 

12 

13 

14 

V 

4 

533 

833 

1200 

1633 

2133 

2700 

3333 

4033 

4800, 

,5633 

6533 

.38 

5 

427 

667 

960 

1307 

1707 

2160 

2667 

3227 

3840 

4507 

5227 

.60 

6 

"356" 

'556 

800 

1089 

1422 

1800 

2222 

2689 

3200 

3756 

4356 

.86 

7 

305 

476 

686 

933 

1219 

1543 

1905 

2305 

2743 

3219 

3733 

1.18 

8 

267 

417 

600 

817 

1067 

1350 

1667 

2017 

2400 

2817 

3267 

1.54 

9 

237 

370 

533 

726 

948 

1200 

1481 

1793 

2133 

2504 

2904 

1.94 

10 

213 

'333 

480 

653 

853 

1080 

1333 

1613 

1920 

2253 

2613 

2.40 

11 

194 

303 

436 

594 

776 

982 

1212 

1467 

1745 

2048 

2376 

2.90 

12 

178 

278 

400 

544 

711 

900 

1111 

1344 

1600 

1878 

2178 

3.46 

13 

164 

256 

369 

503 

656 

831 

1026 

1241 

1477 

1733 

2010 

4.06 

14 

152 

238 

343 

467 

610 

771 

952 

1152 

1371 

1610 

1867 

4.70 

15 

142 

222 

320 

436 

569 

720 

889 

1076 

1280 

1502 

1742 

5.40 

16 

133 

208 

300 

408 

533 

675 

833 

1008 

1200 

1408 

1633 

6.14 

17 

125 

196 

282 

384 

502 

635 

784 

949 

1129 ; 1325 

1537 

6.94 

18 

119 

185 

267 

363 

474 

600 

741 

896 

1067 ! 1252 

1452 

7.78 

19 

112 

175 

253 

344 

449 

568 

702 

849 

1011 

1186 

1375 

8.66 

20 

107 

167 

240 

327 

427 

540 

667 

807 

960 

1127 

1307 

9.60 

21 

102 

159 

229 

311 

406 

514 

635 

768 

914 

1073 

1244 

10.58 

22 

97 

152 

218 

297 

388 

491 

606 

733 

873 

1024 

1188 

11.62 

23 

93 

145 

209 

284 

371 

470 

580 

701 

835 

980 

1136 

12.70 

24 

89 

139 

200 

272 

356 

450 

556 

672 

800 

939 

1089 

13.82 

25 

85 

133 

192 

261 

341 

432 

533 

645 

768 

901 

1045 

15.00 

26 


128 

185 

251 

328 

415 

513 

621 

738 

867 

1005 

16.22 

27 


123 

178 

242 

316 

400 

494 

598 

711 

835 

968 

17.50 

28 


119 

171 

233 

305 

386 

476 

576 

686 

805 

933 

18.82 

29 


115 

166 

225 

294 

372 

460 

556 

662 

777 

901 

20.18 

30 


111 

160 

218 

284 

360 

444 

538 

640 

751 

871 

21.60 

31 


108 

155 

211 

275 

348 

430 

520 

619 

727 

843 

23.06 

32 



150 

204 

267 

338 

417 

504 

600 

704 

817 

24.58 

33 



145 

198 

259 

327 

404 

489 

582 

683 

792 

26.14 

34 



141 

192 

251 

318 

392 

475 

565 

663 

769 

27.74 

35 



137 

187 

244 

309 

381 

461 

549 

644 

747 

29.40 


Safe loads for beams of Douglas Fir, Red Pine (Norway Pine), Cypress, 
Chestnut and California Spruce, % of above. 






























































































CAMBRIA STEEL. 



421 

UNIFORMLY DISTRIBUTED, 






BEAMS 

ONE INCH THICK, 






LONG-LEAF 

YELLOW PINE. 






Modulus of rupture 7 200 pounds per square inch. 





New safe load = Safe load from table X ^r T - ? -• 

New factor 




Span 



Depth of Beam in Inches. 



Deflection 

in 











Coefficient 

Feet 

15 

16 

17 

18 

19 

20 

21 

22 

23 

24 

V 

9 

3333 

3793 

4281 

4800 

5348 

5926 

6533 

7170 

7837 

8533 

1.94 

10 

3000 

3413 

3853 

4320 

4813 

CO 

CO 

CO 

10 

5880 

6453 

7053 

7680 

2.40 

11 

2727* 3103 

1 

3503 

3927 

4376 

4848 

5355 

5867 | 

6412 

6982 

2.90 

12 

2500' 

2844 

3211 

3600 

4011 

4444 

4900 

5378 

5878 

6400 

3.46 

13 

2308 

2626 

2964 ' 

"3323"'! 

3703 

4103 

4523 

4964 

5426 

5908 

4.06 

14 

2143 

2438 

2752 

3086 ' 

1 

•go 

ICO 

ICO 

1 

3810 

4200 | 4610 

5038 

5486 

4.70 

15 

2000 

2276 

2569 

2880 

3209 

3556 

3920 

4302 

4702 

5120 

5.40 

16 

1875 

2133 

2408 

2700 

3008 

3333 

3675 ' 

4033 

4433 

4800 

§.14 

17 

1765 

2008 

2267 

2541 

2831 

3137 

3459 

3796 

4149 

4518 

6.94 

18 

1667 

1896 

2141 

2400 

2674 

2963 

3267 

3585 

3819 

4267 

7.78 

19 

1579 

1796 

2027 

2274 

2533 

2807 

3095 

3396 

3712 

4042 

8.66 

20 

1500 

1707 

1927 

2160 

2407 

2667 

2940 

3227 

3527 

3840 

9.60 

21 

14291 1625 

1835 

2057 

2292 

2540 

2800 

3073 

3359 

3657 

10.58 

22 

1364; 1552 

1752 

1964 

2188 

2424 

2678 

2933 

3206 

3491 

11.62 

23 

1304 

1484 

1675 

1878 

2093 

2319 

2557 

2806 

3067 

3339 

12.70 

24 

1250 

1422 

1606 

1800 

2006 

2222 

2450 

2689 

2939 

3200 

13.82 

25 

1200 

1365 

1541 

1728 

1925 

2133 

2352 

2581 

2821 

3072 

15.00 

26 

1154 

1313 

1482 

1662 

1851 

2051 

2262 

2482 

2713 

2954 

16.22 

27 

1111 

1264 

1427 

1600 

1783 

1 1975 

2178 

2390 

2612 

2844 

17.50 

28 

1071 

1219 

1376 

1543 

1719 

1905 

2100 

2305 

2519 

2743 

18.82 

29 

1034 

1177 

1329 

1490 

1660 

1839 

2028 

2225 

2432 

2648 

20.18 

30 

1000 

1138 

1284 

1440 

1604 

1778 

1960 

2151 

2351 

2560 

21.60 

31 

968 

1101 

1243 

1394 

1553 

1720 

1897 

2082 

2275 

2477 

23.06 

32 

938 

1067 

1204 

1350 

1504 

1667 

1838 

2017 

2217 

2400 

24.58 

33 

909 

1034 

1168 

1309 

1459 

1616 

1785 . 

1956 

2137 

2327 

26.14 

34 

882 

1004 

1133 

1271 

1416 

1569 

1729 

1898 

2075 

2259 

27.74 

35 

857 

975 

1101 

1234 

1375 

1524 

1680 

1844 

2013 

2194 

29.40 

36 

833 

948 

1070 

1200 

1337 

1481 

1633 

1793 

1959 

2133 

31.10 

37 

811 

923 

1041 

1168 

1301 

1441 

1589 

1744 

1906 

2076 

32.86 

38 

789 

893 

1014 

1137 

1267 

1404 

1547 

1698 

1856 

2021 

34.66 

39 

769 

875 

988 

1108 

1234 

1368 

1508 

1655 

1809 

1969 

36.50 

40 

750 

853 

963 

1080 

1203 

1333 

1470 

1613 

1763 

1920 

38.40 

Safe loads for beams of Hemlock, of above. 


















































































422 


CAMBRIA STEEL. 


STRENGTH OF SOLID WOODEN COLUMNS OF 
DIFFERENT KINDS OF TIMBER. 

For various values of t* 

d 

1 = length of column in inches, d = least diameter in inches. 

Based on the Formula of the U. S. Department of Agri¬ 
culture, Division of Forestry. 


P 


700 + 15c 
700 + 15c + c 2 ’ 


P = ultimate strength in pounds per square inch. 

F = ultimate crushing strength of timber. ” c = 

Values of F are those given in table on pages 414 and 415 herein. 


Ultimate Strength in Pounds per Square Inch. 





Red Pine (Norway Pine), 



White Oak and 

Douglas Fir 

Spruce or Eastern 

White Pine 


Southern Long-leaf 

and Short-leaf 

Fir, Hemlock, Cypress, 
Chestnut, California 

and 


or Georgia 

Yellow Pine. 

Cedar. 


Yellow Pine. 

Redwood and Cali¬ 
fornia Spruce. 



F 

5000 

4500 

4000 

3500 

1 

d 





2 

4973 

4475 

3978 

3481 

3 

4940 

4446 

3952 

3458 

4 

4897 

4407 

3918 

3428 

5 

4844 

4359 

3875 

3391 

6 

4782 

4304 

3826 

3347 

7 

4713 

4242 

3770 

3299 

8 

4638 

4174 

3710 

3247 

9 

4558 

4102 

3646 

3190 

10 

4474 

4026 

3579 

3132 

11 

4386 

3948 

3509 

3070 

12 

4297 

3867 

3438 

3008 

13 

4206 

3785 

3365 

2944 

14 

4114 

3703 

3291 

2880 

15 

4022 

3620 

3217 

2815 

16 

3930 

3537 

3144 

2751 

17 

3838 

3455 

3071 

2687 

18 

3748 

3373 

2998 

3624 

19 

3659 

3293 

2927 

2561 


For safety factors for various classes of structures to.be used in connection with 

the above table, see p. 408. 





























CAMBRIA STEEL. 


423 


STRENGTH OF SOLID WOODEN COLUMNS OF 
DIFFERENT KINDS OF TIMBER. 

For various values of —• 

d 

1 = length of column in inches, d = least diameter in inches. 


Based on the Formula of the U. S. Department of Agri¬ 
culture, Division of Forestry. 
p 700 + 15c 


P * 700 + 15c + c 2 

P = ultimate strength in pounds per square inch. 


1 


F = ultimate crushing strength of timber. 

Values of F are those given in table on pages 414 and 415 herein. 


c = d' 



Ultimate Strength in Pounds per Square Inch. 


White Oak and 
Southern Long-leaf 
or Georgia 
Yellow Pine. 

Douglas Fir 
and Short-leaf 
Yellow Pine. 

Red Pine (Norway Pino), 
Spruce or Eastern 
Fir, Hemlock, Cypress, 
Chestnut, California 
Redwood and Cali¬ 
fornia Spruce. 

White Pine 
and 

Cedar. 

F 

5000 

4500 

4000 

3500 

1 

d 

20 

3571 

3214 

2857 

2500 

21 

3486 

3137 

2788 

2440 

22 

3402 

3061 

2721 

2381 

23 

3320 

2988 

2656 

2324 

24 

3240 

2916 

2592 

2268 

25 

3162 

2846 

2529 

2213 

26 

3086 

2777 

2469 

2160 

27 

3013 

2711 

2410 

2109 

28 

2941 

2647 

2353 

2059 

29 

2872 

2585 

2298 

2010 

30 

2805 

2524 

2244 

1963 

32 

2677 

2409 

2142 

1874 

34 

2557 

2301 

2046 

1790 

36 

2445 

2200 

1956 

1711 

38 

2340 

2106 

1872 

1638 

40 

2241 

2017 

1793 

1569 

42 

2149 

1934 

1719 

1505 

44 

2063 

1857 

1650 

1444 

46 

1982 

1784 

1586 

1388 

48 

1907 

1716 

1525 

1335 

50 

1835 

1652 

1468 

1285 


For safety factors for various classes of structures to be used in connection with 

the above table, see p. 408. 

























434 


CAMBRIA STEEL. 


SPECIFIC GRAVITIES AND WEIGHTS OF 
VARIOUS SUBSTANCES. 


The Basis for Specific Gravities is Pure Water at 62 Degrees Fah., 
Barometer 30 Inches. 

Weight of One Cubic Foot, 62.355 Pounds. 

Average 
Specific 
Gravity. 
Water=1. 

Average 
Weight of One 
Cubic Foot. 

Pounds. 

Acid, acetic, 90%. 

1.062 

66.3 

“ fluoric, 58%. 

1.20 

75 

“ muriatic (hydrochloric), 40%. 

1.20 

75 

“ nitric, 35%. 

1.217 

76 

“ phosphoric, 72%.\ 

1.558 

97.2 

“ sulphuric, 97%. 

xi.841 

115 


Air, atmospheric at 60 degrees F., under pressure of 
one atmosphere, or 14.7 pounds per square inch, 

weighs Vkis as much as water. 

Alabaster. 

Alcohol, commercial. 

Alder wood. 

Alum. ... 

Aluminum bronze, 10%. 

“ . “ 5%..:. 

nickel alloy, annealed. 

“ “ “ cast. 

“ “ “ rolled. 

“ pure, annealed. 

“ “ cast. 

“ “ rolled.. 

wire.. 

“ wrought. 

Ammonia, liquid, 29%. 

Anthracite, 1.3 to 1.84; of Penna., 1.3 to 1.7. 

broken, of any size, loose. 

“ moderately shaken. 

“ heaped bushel, loose, 77 to 83 

pounds. 

“ a ton loose occupies 40 to 43 cubic 
feet. 


Antimony, cast. . 

“ native. 


Apple wood. 

Arsenic. 

Asbestos. 

Ash, American white, dry (see note p. 433) 

“ perfectly dry (see note p. 423). 

Ashes of soft coal, solidly packed. 

Asphaltum, 1 to 1.8. 


.00123 


.833 

.68 

.53 

7.70 
8.26 
2.74 
2.85 
2.76 
2.66 
2.56 
2.68 

2.70 
2.67 

.897 

1.5 


6.70 

418 

6.67 

416 

.76 

47 

5.67 

354 

2.40 

149 

.61 

38 

.752 

47 


1.4 


.0765 

160 

52 

42 

33 

480 

516 

170.9 

178.1 

172.1 

165.9 
159.6 

167.1 
168 
167 

56 
93.5 
52 to 57 
56 to 60 


40 to 45 
87.3 


Bamboo wood 

Barley. 

Basalt. 

Beech wood... 
Beer, lager. . . 


.35 


2.86 

.73 

1.034 


22 

40 

178 

46 

64.5 




















































CAMBRIA STEEL. 


435 

SPECIFIC GRAVITIES AND WEIGHTS OF 
VARIOUS SUBSTANCES. 

The Basis for Specific Gravities is Pure Water at 62 Degrees Fah., 
Barometer 30 Inches. 

Weight of One Cubic Foot, 62.355 Pounds. 

Average 

Specific 

Gravity. 

Water=1. 

Average 
Weight of One 
Cubic Foot. 

Pounds. 

Beeswax. 

.965 

60.2 

Benzine. 

50 

Birch wood. 

.65 

41 

Bismuth. 

9.78 

611 

Bleaching powder. 

31 

Bluestone. 


150 

Borax. 


110 

Boxwood. 

.97 

60 

Brass, rn. fi7, zn. 33, cast. 

8.32 

519 

“ high yellow plates.. 

8.59 

535 

u Muntz metal. 

8.22 

512 

“ Naval rolled. 

8.51 

530 

“ sheet. 

8.46 

527 

“ wire. 

8.56 

533 

Rrick, best pressed .. 

150 

“ common and hard. 


125 

“ soft inferior. 


100 

Brickwork, at 125 pounds per cubic foot, 1 cubic yard 
equals 1.507 tons, and 17.92 cubic feet 
equal 1 ton. 


“ coarse, inferior, soft. 


100 

“ medium quality. 


125 

“ pressed brick, fine joints. 


140 

Rrnnre eii. 90. tin 10. 

8.67 

541 

“ gun. 

8.75 

546 

“ Tobin. 

8.38 

523 

Butter . 

.94 

59 

Rnttermit wood . 

.45 

28 

C alritf* . 

170 

Palcinm . 

1.57 

98 

Parnnhor . 

.99 

61.7 

Psiniitrhniir. 

.96 

60 

Parhnn . . .. 

2.15 

134 

Carpet .. 

12 

f'aiiQtfr* snHa . 


88 

Pedar American . 

.56 

35 

Pomont barrpl 15—30 nounds. averaee 20 nounds .... 




135 

“ natural npr harrel. net. 282 nounds. 


« u u | 3a g i net, 94 pounds. 





88 to 92 

“ u packed as in barrels. 


108 to 115 

« “ ner bae. net. 94 pounds. 






A 






















































426 CAMBRIA STEEL. 

SPECIFIC GRAVITIES AND WEIGHTS OF 
VARIOUS SUBSTANCES. 

The Basis for Specific Gravities is Pure Water at 62 Degrees Fah., 
Barometer 30 Inches. 

Weight of One Cubic Foot, 62.355 Pounds. 

Average 
Specific 
Gravity. 
Water=1. 

Average 
Weight of One 
Cubic Foot. 

Pounds. 

Cement, Portland, per barrel, net, 376 pounds. 



“ standard proportioning. 


100 

178 

156 

15 to 30 

30 

42 

41 

425 

63.4 

40 

550 

45 

63 

150 

119 

“ set... 

2.85 

2.5 

Chalk. 

Charcoal of pines and oaks..i 

Cheese. 


Cherry wood, perfectly dry (see note p. 433). 

.672 

.66 

6.S 

1.02 

Chestnut. 

Chromium. 

Cider. 

Cinders (coal ashes and clinkers). 

Cinnabar. 

8.81 

.73 

Citron. 

Clay, dry in lump, loose. 

“ hard, ordinary. 

2.1 

1.9 

“ potters’, dry, 1.8 to 2.1. 

Coal, anthracite (see Anthracite). 

“ bituminous, a heaped bushel, loose, 70 to 78... . 

“ broken, of any size, loose. 


47 to 52 

51 to 56 

79 to 84 

84 

“ “ moderately shaken. 


solid, Cambria Co., Pa., 1.27-1.34.. 


u “ “ 1.2 to 1.5. 

1.35 

“ 1 ton occupies 43 to 48 cubic feet. . 

. “ lignite. 

.83 

8.77 

1.34 

52 

546 

85 

Cobalt. 

Coke. 

“ loose, a heaped bushel, 35 to 42. 

“ good quality. 


23 to 32 

“ 1 ton occupies 80 to 97 cubic feet. 


Concrete, cinder, with Portland cement. 


112 

150 

150 

148 

143 

155 

“ conglomerate “ “ . 


gravel “ “ . 


“ limestone “ “ 


“ sandstone “ “ . 


“ trap “ “ 


loose, unrammed, weighs 5 to 25% lighter, 
varying with consistency. 


Copper, cast, 8.6 to 8.8. 

8.7 

8.93 

8.93 

8.82 

8.9 

8.89 

8.9 . 

.24 

542 

557 

557 

549 

555 

554 

555 

15 

“ hammered. 

plates and sheets. 

“ pure. 

rolled, 8.8 to 9. 

“ wire. 

wrought. 

Cork, dry (see note p. 433). 


























































CAMBRIA STEEL. 427 


SPECIFIC GRAVITIES AND WEIGHTS OF 
VARIOUS SUBSTANCES. 


The Basis for Specific Gravities is Pure Water at 62 Degrees Fah., 
Barometer 30 Inches. 

Weight of One Cubic Foot, 62.355 Pounds. 

Average 

Specific 

Gravity. 

Water=1. 

Average 
Weight of One 
Cubic Foot. 
Pounds. 

Corn. 


31 

Cornmeal. 


37 

Corundum, pure, 3.8 to 4. 

3.9 

Cotton goods. 

11-33 

Crockery. 


40 

Cypress wood. 

.46 

29 

Dogwood. 

.76 

47 

Dolomite. 

180 

Earth, common loam, perfectly dry, loose. 


72 to SO 

M “ “ “ ' shaken 


82 to 92 

“ “ “ “ “ rammed 


90 to 100 

“ “ “ slightly moist, loose. 


70 to 76 

“ “ “ more moist, loose . 


66 to 68 

“ “ “ “ “ shaken 


75 to 90 

“ “ “ “ packed 


90 to 100 

“ “ “as soft flowing mud 


104 to 112 

“ “ U U a U U wel ] pressed 


110 to 120 
72 

Ebonite. 

1.15 

Ebony wood, American. 

1.33 

83 

“ “ Indian. 

Eggs. 

1.21 

1.09 

75 

Elder wood. 

.70 

44 

Elm wood, perfectly dry (see note p. 433). 

.56 

35 

Fat—beef, hog and mutton. 

.92 

57 

Feldsnar . 


160 

Fir wood. 

.55 

34 



90 

Plint . 

2.6 

162 

Flour eomnart.. 

* 

40 

“ loose. 


30 

Gamboge. 

1.22 

76 

Gasoline fmotorl. 

.71-.75 

44 to 47 

Glass common window. 

2.52 

157 

“ crown or plate . 


160 

u crvstal 


188 

“ flint. 

3.70 

230 

in boxes. 


60 

Gneiss, common, 2.62 to 2.76... 

2.69 

168 





















































428 CAMBRIA STEEL. 

SPECIFIC GRAVITIES AND WEIGHTS OF 
VARIOUS SUBSTANCES. 

The Basis for Specific Gravities is Pure Water at 62 Degrees Fah., 
Barometer 30 Inches. 

Weight of One Cubic Foot, 62.355 Pounds. 

Average 
Specific 
Gravity. 
Water=1. 

Average 
Weight of One 
Cubic Foot. 

Pounds. 

Gneiss, in loose piles. 


96 

1204 

1217 

1090 

170 

96 

165 

154 

138 

130 

120 

90-130 

187 

90 

57 

56 

62.4 

’ 97-113 

61 

77 

140-145 

90-100 

75-80 

55-65 

65-75 

37 

24 

38 

25 

90 

53 

47 

91 

47 

190 

65.7 

Gold, cast, pure or 24-karat. 

19.258 

19.5 

17.5 

2.72 

% 

“ pure, hammered. 

“ standard 22-k. (gold 11, copper 1). 

Granite, solid. 

“ broken. 

“ dressed. 


“ rubble. 


“ dry. 


Graphite. 


Gravel. 


“ and sand. 


Greenstone, trap, 2.8 to 3.2. 

3.00 

1.45 

.92 

.90 

1.00 

1.55-1.80 

.98 

Gum arabic. 

Gum wood. 

Gunpowder, loose. 

“ shaken. 

“ solid. 

Gutta-percha. 

Gypsum, plaster of Paris or stucco mixed with water 
into a stiff mass, such as mortar, set and 
dried out. 

rock, natural, free from surface water, not 
. calcined in block form. . . 


crushed, not calcined, all to pass through 
1-inch ring. 


“ ground, 90% to pass through 100-mesh screen 
dried of all free moisture, not calcined, 
known as “land plaster”. 


same, but calcined, known as “stucco” or 
"plaster of Paris”—loose. . . . 


“ well shaken down or in bins. . . 


Hackmatack wood (American larch) (tamarack) 

Hay, baled. 

.59 

Hazel wood. 

.60 

.40 

Hemlock wood. 

Hemp. 

Hickory wood, perfectly dry (see note p. 433) 

.85 

.76 

1.45 

.76 

Holly wood. 

Honey. 

Hornbeam wood. 

Hornblende. 

Human blood. 

1.054 
















































CAMBRIA STEEL. 


429 


SPECIFIC GRAVITIES AND WEIGHTS OF 
VARIOUS SUBSTANCES. 


The Basis for Specific Gravities is Pare Water at 62 Degrees Fah., 
Barometer 30 Inches. 

Weight of One Cubic Foot, 62.355 Pounds. 


Hydrogen. 


Ice, .917 to .922. 

India rubber. 

Indigo.. 

Iron, cast, 6.9 to 7.4. 

“ grey cast. 

“ “ foundry, cold... 

“ “ “ molten. 

“ pure. 

“ white cast. 

“ wire. 


“ wrought. 


Jasmine wood, Spanish. 
Juniper wood. 


Larch wood. 

Lard. 

Lead, cast. 

“ commercial. 

“ sheet. 

Leather, dry. 

“ greased . 

“ in bales. 

Lignite. 

Lignum-vitae wood (dry). 
Lime. 



“ quick. 

“ “ ground, thoroughly shaken, per struck 

bushel 93^4 pounds.. 

“ “ “ well shaken, per struck bushel 

80 pounds.. 

Limestone and marble. 

“ broken. 

“ solid. 


Linden wood 
Loam. 


Locust wood, dry (see note p. 433) 

Logwood. 

Lye. 


Magnesite. 


.00008 


.92 

.93 

1.01 

7.15 

7.08 

7.21 

6.94 

7.86 

7.65 

7.77 

7.69 

.77 

.56 

.56 

.95 

11.37 

11.38 
11.43 

.86 

1.02 


.65-1.33 

1.03 

1.5 


2.6 

1.61 

2.70 

.60 

1.23 

.71 

.91 


Average 
Weight of One 
Cubic Foot. 

Pounds. 


.0052 

57.4 

58 

63 
446 
442 
450 
433 
491 
477 
485 
480 

48 

35 

35 

59 
708 
709.6 
712 

54 

64 

16-23 

80 

41 to 83 
64 
95 

75 

64 

164.4 
100 
168 

38 

77 

44 

57 

110 


190 























































430 CAMBRIA STEEL. 

SPECIFIC GRAVITIES AND WEIGHTS 
VARIOUS SUBSTANCES. 

OF 

The Basis for Specific Gravities is Pure Water at 62 Degrees Fah., 
Barometer 30 Inches. 

Weight of One Cubic Foot, 62.355 Pounds. 

Average 

Specific 

Gravity. 

Water =1. 

Average 
Weight of One 
Cubic Foot. 

Pounds. 

Magnesium. 

1.74 

109 

Mahogany wood,,Spanish, dry (see note p. 433) . 

“ “ Honduras, dry (see note. p. 433) 

Manganese. 

.85 

.56 

8.00 

53 

35 

500 

Maplewood, dry (see note p. 433). 

.79 

49 

Marble (see Limestone). 

Marl. 


140 

Masonry debris. 


90 

of brickwork (see Brickwork). 

“ granite or limestone, well dressed. 


165 

well-scabbled mortar rubble, 

about of mass will be mortar 


154 

“ “ well-scabbled dry rubble. 


138 

“ “ roughly scabbled mortar rubble, 

about % to Yi of mass will be 
mortar. 


150 

scabbled dry rubble. 


125' 

“ sandstone, less than granite. . .. 


Mastic wood. 

.85 

13.62 

13.5 

2.93 

1.03 

8.50 

1.65 

.92 

53 

849 

846 

183 

64.5 

532 

103 

57 

80 to 110 

110 to 130 

104 to 1 20 

Mercury, at 32° F . 

“ at 68° F . 

Mica, 2.75 to 3.1. 

Milk. 

Molybdenum. 

Mortar, hardened, 1.4 to 1.9. 

Muck (decayed vegetable matter, manure, etc.) 

Mud, dry, close. 

wet, moderately pressed. 


“ “ fluid. 


Mulberry wood. 

Nickel, cast. 

.73 

8.29 
8.69 
8.44 
mi 9 r \ 

46 

“ rolled. 

fvll 

“ silver (52 cu.+2(3 zn.+22 ni.) . . 

527 

H7Q9 

Nitrogen. 

Oak wood, heart of old. 

“ live, perfectly dry, .88-1.02 (see note p. 433) 

“ “ red, black, perfectly dry. ; 

• \j\j i *-ij 

1.17 

.95 

•U/ oZ 

73 

59.3 

32 to 45 

no 

“ “ white. 

QA 

Oats. 


04 

97 

Oil — bone, colza, cylinder, engine, 500° fire test, 
mustard seed, neatsfoot, paraffin, rape seed! 
tallow. 

on 


“ burning (kerosene), 150° and 300°.. 

• JU 

.83 

OU. Z 

51.7 


















































CAMBRIA STEEL. 431 


SPECIFIC GRAVITIES AND WEIGHTS OF 
VARIOUS SUBSTANCES. 


The Basis for Specific Gravities is Pure Water at 62 Degrees Fah., 
Barometer 30 Inches. 

Weight of One Cubic Foot, 62.355 Pounds. 

Average 
Specific 
Gravity. 
Water=1. 

Average 
Weight of One 
Cubic Foot. 

Pounds. 

Oil, cotton seed. 

.96 

60.2 

“ gasoline (motor) . 

.71-.75 

44 to 49 

“ lard . 

.92 

57.4 

“ linseed . 

.94 

58.8 

“ mineral lubricating. 

.91 

57 

“ Navy sperm. 

.87 

54 

“ olive. 

.91 

57 

“ petroleum. 

.88 

55 

“ signal.*.. . 

.85 

53 

“ turpentine. 

.87 

54 

“ whale. 

.93 

58 

Oxygen. 

.00143 

.0895 

Paper, calendered. 

50-70 

“ strawboard newspaper. 


33-44 

“ writing or wrapping. 


70-90 

Paraffine. 

.89 

55.5 

Pear wood. 

.66 

41 

Peat. 

50 

Petroleum. 

.878 

54.8 

Phosphate rock. 

200 

Pine wood, white. 

.40 

25 

“ “ yellow, Northern. 

.55 

34 

“ “ “ Southern . 

.72 

45 

Pitch . 

1.15 

71.7 

Plaster. 

53 

“ of Paris (see Gypsum). 

Platinum. 

21.5 

1342 

Plum wood. 

.78 

49 

Poplar wood, dry (see note p. 433). 

“ “ white Spanish. 

.47 

.53 

29 

33 

Porcelain. 

2.40 

149 

Potassium. 

.87 

54 

Potatoes, in pile. 

45 

Proof spirit. 

.93 

58 

Pumice stone. 

.63 

39 

Ouartz. 

2.65 

165 

Pnesinbales. 


15-36 

RpHwnnH . 

.48 

30 

Ropp . 


42 

Rosin. 

1.10 

68.6 


















































432 CAMBRIA STEEL. 

SPECIFIC GRAVITIES AND WEIGHTS OF 
VARIOUS SUBSTANCES. 

The Basis for Specific Gravities is Pure Water at 62 Degrees Fah., 
Barometer 30 Inches. 

Weight of One Cubic Foot, 62.355 Pounds. 

Average 

Specific 

Gravity. 

Water=1. 

Average 
Weight of One 
Cubic Foot. 
Pounds. 

Rubber. 


60 

Rubber goods. 


95 

Rye. 


50 

Salt, coarse (per struck bushel, Syracuse, N. Y., 56 lbs.) 
Saltpetre. 


45 


68 

Sand, of pure quartz, perfectly dry and loose. 


90 to 106 

voids full of water. 


118 to 129 

“ very large and small grains, dry. 


117 

Sandstone, dressed. 


144 

“ 2.1 to 2.73, 131 to 171. 

2.41 

151 

quarried and piled, 1 measure solid makes 
(about) piled. 

86 

Sassafras wood. 

.48 

2.6 

30 

162 

8-32 

655 

160 to 180 

53 

Shales, red or black, 2.4 to 2.8. 

Silk. 

Silver. 

10.5 

Slag. 

“ furnace, granulated. 


Slate, 2.7 to 2.9. 

2.8 

175 

5 to 12 

15 to 50 ' 

170 

62 

61 

437.5 

59 

31.2 

28.7 

95 

23 

nQfic 

Snow, fresh-fallen. 

“ moistened, compacted by rain. 


Soapstone, 2.65 to 2.8. 

2.73 

Soda ash. 

Sodium. 

.97 

7.00 

.94 

.50 

.46 

Spelter, 6.8 to 7.2. 

Spermaceti. 

Spruce wood. 

“ “ old. 

Starch . 

Starch (in barrels). 


Steam at 212° F. 

.0006 

7.85 

Steel. 

J.RQ A 

Straw, baled. r . 

24 

100 

42 

1 9 

Sugar,. 

1.60 

“ stored . 

Sulphur. 

2.00 

Sumac wood. 

39 

Sycamore wood, perfectly dry (see note p. 433 

.59 

37 

1 70 

Talc. 

Tallow. 

.94 

1.15 

A 

Tar. 

71.7 




















































CAMBRIA STEEL. 


433 

SPECIFIC GRAVITIES AND WEIGHTS OF 
VARIOUS SUBSTANCES. 

The Basis for Specific Gravities is Pure Water at 62 Degrees Fah., 
Barometer 30 Inches. 

, Weight of One Cubic Foot, 62.355 Pounds. 

Average 
Specific 
Gravity. 
Water=1. 

Average 
Weight of One 
Cubic Foot. 

Pounds. 

Teak wood. 

.82 

51 

Tile (see page 69). 

Tin, cast, 7.2 to 7.5. 

7.35 

459 

“ pure. 

7.29 

455 

Tobacco. 

28 

Trap rock, compact. 

3.02 

188 

“ “in pile. 

190 

Tungsten. 

19.1 

1192 

Turf. 

.40 

25 

Vanadium. 

5.5 

343 

Vapor, alcohol. 

.00198 

.122 

“ turpentine spirits. 

.00615 

.378 

“ water. 

.00077 

.047 

Vine wood. 

1.33 

83 

Vinegar. 

1.08 

67.4 

Walnut wood, black, perfectly dry (see note below)... 
Water, pure rain, distilled, at 32° F., Bar. 30 inches. 

.61 

38 

62.417 

U u U “ « 62° F., “30 “ . 

" " u U 212° F., “30 “ 

“ sea, 1.026 to 1.030. 

1 

62.355 

59.7 

1.028 

64.08 

Wax. bees- . 

.97 

61 

Wheat . 

39-44 

Whitp mptal iRahhitts). 

7.32 

456 

Willow wood . 

.54 

34 

Wine . 

.99 

62 

Wnnl in hales... 

15-22 

Woolen poods.... 


13-22 

V pw wood . 

.79 

49 

7,inp. . 

6.86 

428 

u pure . 

7.15 

446 

“ rolled . 

7.19 

449 



Note. —Green timbers usually weigh from one-fifth to nearly one-half more 
than dry; ordinary building timbers, tolerably seasoned, one-sixth more. 

For specific gravities of woods not given in this table, see page 408. 







































434 CAMBRIA STEEL. 


STANDARD DECIMAL GAUGE. 


Standard 

Decimal Gauge 

in 

Inches. 

Thickness 

in Fractions 

of 

an Inch. 

Approximate 

Thickness 

in 

Millimetres. 

Weight per 

in Pounds, 

IRON. 

Basis—480 
x Pounds 
per Cubic Foot. 

Square Foot 
Avoirdupois. 

STEEL. 

Basis—489.6 
Pounds 

per Cubic Foot. 

.002 

1-500 

.05080010 

.08 

.0816 

.004 

1-250 

.10160020 

.16 

.1632 

.006 

3-500 

.15240030 

.24 

.2448 

.008 

1-125 

.20320041 

.32 

.3264 

.010 

1-100 

.25400051 

.40 

.4080 

.012 

3-250 

.30480061 

.48 

.4896 

.014 

7-500 

.35560071 

.56 

.5712 

.016 

2-125 (*+) 

.40640081 

.64 

.6528 

.018 

9-500 

.45720091 

.72 

.7344 

.020 

1-50 

.50800102 

.80 

.8160 

.022 

11-500 

.55880112 

.88 

.8976 

.025 

1-40 

.63500127 

1.00 

1.0200 

.028 

7-250 

.71120142 

1.12 

1.1424 

.032 

4 - 125 (&+) 

.81280163 

1.28 

1.3056 

.036 

9-250 

.91440183 

1.44 

1.4688 

.040 

1-25 

1.01600203 

1.60 

1.6320 

.045 

9-200 

1.14300229 

1.80 

1.8360 

.050 

1-20 

1.27000254 

2.00 

2.0400 

.055 

11-200 

1.39700280 

2.20 

2.2440 

.060 

3-50 (*-) 

1.52400305 

2.40 

2.4480 

.065 

13-200 

1.65100330 

2.60 

2.6520 

.070 

7-100 

1.77800356 

2.80 

2.8560 

.075 

3-40 

1.90500381 

3.00 

3.0600 

.080 

2-25 

2.03200406 

3.20 

3.2640 

.085 

17-200 

2.15900432 

3.40 

3.4680 

.090 

9-100 

2.28600457 

3.60 

3.6720 

.095 

19-200 

2.41300483 

3.80 

3.8760 

.100 

1-10 

2.54000508 

4.00 

4.0800 

.110 

11-100 

2.79400559 

4.40 

4.4880 

.125 

1-8 

3.17500630 

5.00 

5.1000 

.135 

27-200 

3.42900686 

5.40 

5.5080 

.150 

3-20 

3.81000762 

6.00 

6.1200 

.165 

33-200 

4.19100838 

6.60 

6.7320 

.180 

9-50 

4.57200914 

7.20 

7.3440 

.200 

1-5 

5.08001016 

8.00 

8.1600 

.220 

11-50 

5.58801118 

8.80 

8.9760 

.240 

6-25 

6.09601219 

9.60 

9.7920 

.250 

1 1-4 

6.35001270 

10.00 

10.2000 



























CAMBRIA STEEL. 435 


WIRE AND SHEET METAL GAUGES. 

In Decimals of an Inch. 


Number 

of 

Gauge. 

Birmingham or Stubs 
Iron Wire Gauge 
(B. W. G.) 

American or 

Brown & Sharpe 

Wire Gauge. 

United States 
Standard Gauge for 
Sheet and Plate Iron 

and Steel. 

Washburn & Moen 

Manufacturing Co. and 

John A. Roebling’s 

Sons Co. Wire Gauge. 

Trenton Iron Co. 

Wire Gauge. 

American Screw Co. 

Screw Wire Gauge. 

British Imperial or 

English Legal Standard 
Wire Gauge. 

New Birmingham 

Standard Sheet and Hoop 

Gauge (B. G.) 

7/0 



.5 




500 

6666 

6/0 



.46875 

.4600 



464 

625 

5/0 



.4375 

.4300 

.450 


432 

5883 

4/0 

.454 

.460000 

.40625 

.3938 

.400 


.400 

.5416 

3/0 

.425 

.409642 

.375 

.3625 

.360 

.0315 

.372 

.500 

00 

.380 

.364796 

.34375 

.3310 

.330 

.0447 

.348 

.4452 

0 

.340 

.324861 

.3125 

.3065 

.305 

.0578 

.324 

.3964 

1 

.300 

.289297 

.28125 

.2830 

.285 

.0710 

.300 

.3532 

2 

.284 

.257627 

.265625 

.2625 

.265 

.0842 

.276 

.3147 

3 

.259 

.229423 

.25 

.2437 

.245 

.0973 

.252 

.2804 

4 

.238 

.204307 

.234375 

.2253 

.225 

.1105 

.232 

.250 

5 

.220 

.181940 

.21875 

.2070 

.205 

.1236 

.212 

.2225 

6 

.203 

.162023 

.203125 

.1920 

.190 

.1368 

.192 

.1981 

7 

.180 

.144285 

.1875 

.1770 

.175 

.1500 

.176 

.1764 

8 

.165 

.128490 

.171875 

.1620 

.160 

.1631 

.160 

.1570 

9 

.148 

.114423 

.15625 

.1483 

.145 

.1763 

.144 

.1398 

10 

.134 

.101897 

.140625 

.1350 

.130 

.1894 

.128 

.1250 

11 

.120 

.090742 

.125 

.1205 

.1175 

.2026 

.116 

.1113 

12 

.109 

.080808 

.109375 

.1055 

.105 

.2158 

.104 

.0991 

13 

.095 

.071962 

.09375 

.0915 

.0925 

.2289 

.092 

.0882 

14 

.083 

.064084 

.078125 

.0800 

.0806 

.2421 

.080 

.0785 

15 

.072 

.057068 

.0703125 

.0720 

.070 

.2552 

.072 

.0699 

16 

.065 

.050821 

.0625 

.0625 

.061 

.2684 

.064 

.0625 

17 

.058 

.045257 

.05625 

.0540 

.0525 

.2816 

.056 

.0556 

18 

.049 

.040303 

.05 

.0475 

.045 

.2947 

.048 

.0495 

19 

.042 

.035890 

.04375 

.0410 

.040 

.3079 

.040 

.0440 

20 

.035 

.031961 

.0375 

.0348 

.035 

.3210 

.036 

.0392 

21 

.032 

.028462 

.034375 

.03175 

.031 

.3342 

.032 

.0349 

22 

.023 

.025346 

.03125 

.0286 

.028 

.3474 

.028 

.03125 

23 

.025 

.022572 

.028125 

.0258 

.025 

.3605 

.024 

.02782 

24 

.022 

.020101 

.025 

.0230 

.0225 

.3737 

.022 

.02476 

25 

.020 

.017900 

.021875 

.0204 

.020 

.3868 

.020 

.02204 

26 

.018 

.015941 

.01875 

.0181 

.013 

.4000 

.018 

.01961 

27 

.016 

.014195 

.0171875- 

.0173 

.017 

.4132 

.0164 

.01745 

28 

.014 

.012641 

.015625 

.0162 

.016 

.4263 

.0148 

.015625 

29 

.013 

.011257 

.0140625 

.0150 

.015 

.4395 

.0136 

.0139 

30 

.012 

.010025 

.0125 

.0140 

.014 

.4526 

.0124 

.0123 

31 

.010 

.008928 

.0109375 

.0132 

.013 

.4658 

.0116 

.0110 

32 

.009 

.007950 

.01015625 

.0128 

.012 

.4790 

.0108 

.0098 

33 

.008 

.007080 

.009375 

.0118 

.011 

.4921 

.0100 

.0087 

34 

.007 

.006305 

.00859375 

.0104 

.010 

.5053 

.0092 

.0077 

35 

.005 

.005615 

.0078125 

.0095 

.0095 

.5184 

.0084 

.0069 

36 

.004 

.005000 

.00703125 

.0090 

.009 

.5316 

.0076 

.0061 

37 


.004453 

.006640625 

.0085 

.0085 

.5448 

.0068 

.0054 

38 


.003965 

.00625 

.0080 

.008 

.5579 

.0060 

.0048 

39 


003531 


.0075 

.0075 

.5711 

.0052 

.0043 

40 


.003144] 


.0070 

.007 

.5842 

.0048 

.00386 


A 








































436 CAMBRIA STEEL. 


WEIGHTS OF SHEETS AND PLATES OF 
STEEL, WROUGHT IRON, COPPER AND BRASS. 

American or Browne & Sharpe Gauge. 


Number 

of 

Gauge. 

Thickness 

in 

Inches. 

Weight per Square Foot. 

Steel. 

Iron. 

Copper. 

Brass. 

0000 

.460000 

18.7680 

18.4000 

20.8380 

19.6880 

000 

.409642 

16.7134 

16.3857 

18.5568 

17.5327 

00 

.364796 

14.8837 

14.5918 

16.5253 

15.6133 

0 

.324861 

13.2543 

12.9944 

l'4.7162 

13.9041 

1 

.289297 

11.8033 

11.5719 

13.1052 

12.3819 

2 

.257627 

10.5112 

10.3051 

11.6705 

11.0264 

3 

.229423 

9.3605 

9.1769 

10.3929 

9.8193 

4 

.204307 

8.3357 

8.1723 

9.2551 

8.7443 

5 

.181940 

7.4232 

7.2776 

8.2419 

7.7870 

6 

.162023 

6.6105 

6.4809 

7.3396 

6.9346 

7 

.144285 

5.8868 

5.7714 

6.5361 

6.1754 

8 

.128490 

5.2424 

5.1396 

5-8206 

5.4994 

9 

.114423 

4.6685 

4.5769 

5.1834 

4.8973 

10 

.101897 

4.1574 

4.0759 

4.6159 

4.3612 

11 

.090742 

3.7023 

3.6297 

4.1106 

3.8838 

12 

.080808 

3.2970 

3.2323 

3.6606 

3.4586 

13 

.071962 

2.9360 

2.8785 

3.2599 

3.0800 

14 

.064084 

2.6146 

2.5634 

2.9030 

2.7428 

15 

.057068 

2.3284 

2.2827 

2.5852 

2.4425 

16 

.050821 

2.0735 

2.0328 

2.3022 

2.1751 

17 

.045257 

1.8465 

1.8103 

2.0501 

1.9370 

18 

.040303 

1.6444 

1.6121 

1.8257 

1.7250 

19 

.035890 

1.4643 

1.4356 

1.6258 

1.5361 

20 

.031961 

1.3040 

1.2784 

1.4478 

1.3679 

21 

.028462 

1.1612 

1.1385 

1.2893 

1.2182 

22 

.025346 

1.0341 

1.0138 

1.1482 

1.0848 

23 

.022572 

.92094 

.90288 

1.0225 

.96608 

24 

.020101 

.82012 

.80404 

.91058 

.86032 

25 

.017900 

.73032 

.71600 

.81087 

.76612 

26 

.015941 

.65039 

.63764 

.72213 

.68227 

27 

.014195 

.57916 

.56780 

.64303 

.60755 

28 

.012641 

.51575 

.50564 

.57264 

.54103 

29 

.011257 

.45929 

.45028 

.50994 

.48180 

30 

.010025 

.40902 

.40100 

.45413 

.42907 

31 

.008928 

.36426 

.3573 2 

.40444 

.38212 

32 

.007950 

.32436 

.31800 

.36014 

.34026 

33 

.007080 

.28886 

.28320 

.32072 

.30302 

34 

.006305 

.25724 

.25220 

.28562 

.26985 

35 

.005615 

.22909 

.22460 

.25436 

.24032 

36 

.005000 

.20400 

.20000 

.22650 

.21400 

37 

.004453 

.18168 

.17812 

.20172 

.19059 

38 

.003965 

.16177 

.15860 

.17961 

.16970 

39 

.003531 

.14406 

.14124 

.15995 

.15113 

40 

.003144 

.12828 

.12576 

.14242 

.13456 


For weights of steel plates and over in thickness, see “Table of Weights 
of Flat Rolled Bars,” pages 475 to 486 inclusive. 

























CAMBRIA STEEL. 437 


WEIGHTS OF SHEETS AND PLATES OF 
STEEL, WROUGHT IRON, COPPER AND BRASS. 


Birmingham Wire Gauge (B. W. G.) 


Number 

of 

Gauge. 

Thickness 

in 

Inches. 

Weight per Square Foot. 

Steel. 

Iron. 

Copper. 

Brass. 

0000 

.454 

18.5232 

18.16 

20.5662 

19.4312 

000 

.425 

17.3400 

17.00 

19.2525 

18.1900 

00 

.380 

15.5040 

15.20 

17.2140 

16.2640 

0 

.340 

13.8720 

13.60 

15.4020 

14.5520 

1 

.300 

12.2400 

12.00 

13-5900 

12.8400 

2 

.284 

11.5872 

11.36 

12.8652 

12.1552 

3 

.259 

10.5672 

10.36 

11.7327 

11.0852 

4 

.238 

9.7104 

9.52 

10.7814 

10.1864 

5 

.220 

8.9760 

8.80 

9.966 

9.4160 

6 

203 

8.2824 

8.12 

9.1959 

8.6884 

7 

.180 

7.3440 

7.20 

8.1540 

7.7040 

8 

.165 

6.7320 

6.60 

7.4745 

7.0620 

9 

.148 

6.0384 

5.92 

6.7044 

6.3344 

10 

.134 

5.4672 

5.36 

6.0702 

5.7352 

11 

.120 

4.8960 

4.80 

5.4360 

5.1360 

12 

.109 

4.4472 

4.36 

4.9377 

4.6652 

13 

.095 

3.8760 

3.80 

4.3035 

4.0660 

14 

.083 

3.3864 

3.32 

3.7599 

3.5524 

15 

.072 

2.9376 

2.88 

3.2616 

3.0816 

16 

.065 

2.6520 

2.60 

2.9445 

2.7820 

17 

.058 

2.3664 

2.32 

2.6274 

2.4824 

18 

.049 

1.9992 

1.96 

2.2197 

2.0972 

19 

.042 

1.7136 

1.68 

1-9026 

1.7976 

20 

.035 

1.4280 

1.40 

1.5855 

1.4980 

21 

.032 

1.3056 

1.28 

1.4496 

1.3696 

22 

.028 

1.1424 

1.12 

1.2684 

1.1984 

23 

.025 

1.0200 

1.00 

1.1325 

1.0700 

24 

.022 

.8976 

.88 

.9966 

.9416 

25 

.020 

.8160 

.80 

.9060 

.8560 

26 

.018 

.7344 

.72 

.8154 

.7704 

27 

.016 

.6528 

.64 

.7248 

.6848 

28 

.014 

.5712 

.56 

.6342 

.5992 

29 

.013 

.5304 

.52 

.5889 

.5564 

30 

.012 

.4896 

.48 

.5436 

.5136 

31 

.010 

.4080 

.40 

.4530 

.4280 

32 

.009 

.3672 

.36 

.4077 

.3852 

33 

.008 

.3264 

.32 

.3624 

.3424 

34 

.007 

.2856 

.28 

.3171 

.2996 

35 

.005 

.2040 

.20 

.2265 

.2140 

36 

.004 

.1632 

.16 

.1812 

.1712 

Specific Gravities. 

7.85 

7.70 

8.72 

8.24 

height of a Cubio Foot . . 

489.6 

480.0 

543.6 

513.6 

t 

“ Inch .. 

.2833 

.2778 

.3146 

.2972 























438 


CAMBRIA STEEL 


COMBINED TABLE OF SIZES IN THE PRINCIPAL 

WIRE GAUGES. 

Values printed in bold-faced type are exact; values not exact are rounded off to four 
significant figures, except diameters of the American (B. & S.) Wire Gauge and of the 
Metric Wire Gauge in the column headed "Diameter, inches,” are given to 0.001 inch 
for the larger sizes and to 0.0001 inch for the smaller. This represents the usual degree 
of accuracy in the measurement of wires. 


Diameter 


Wire Gauge Numbers 


Cross Section 


Mils 


500 

490 

464 


461.5 

460 

454 


432 

430.5 

425 


409.6 

400 

393.8 


393.7 

380 

372 


364.8 

362.5 

354.3 


348 

340 

331 


324.9 

324 

315 


306.5 

300 

289.3 


Mm. 

Ins. 

12.70 

.500 

12.45 

.490 

11.79 

.464 

11.70 

.4615 

11.68 

.460 

11.53 

.454 

10.97 

.432 

10.93 

.4305 

10.80 

.425 

10.40 

.410 

10.16 

.400 

10.00 

.3938 

10.0 

.3937 

9.652 

.380 

9.449 

.372 

9.266 

.365 

9.208 

.3625 

9.0 

.354 

8.839 

.348 

8.636 

.340 

8.407 

.331 

8.251 

.325 

8.230 

.324 

8.0 

.315 

7.785 

.3065 

7.620 

.300 

7.348 

.289 


American 

(B.&S.) 

Washburn 
& Moen 

Birmingham 

(Stubs’) 

British 

Standard 

1 

Metric 




7-0 



7-0 





6-0 



6-0 



4-0 





4-0 





5-0 



5-0 




3-0 



3-0 






4-0 



4-0 






100 



2-0 

3-0 



2-0 




3-0 







90 




2-0 



0 



2-0 



0 






0 





80 


0 




1 

1 


1 








% ■ 

Sq. 

Ins. 

Sq. 

Mils 

.1963 

196 300 

.1886 

188 600 

.1691 

169 100 

.1673 

167 300 

.1662 

166 200 

.1619 

161 900 

.1466 

146 600 

.1456 

145 600 

.1419 

141 900 

.1318 

131 800 

.1257 

125 700 

.1218 

121 800 

.1217 

121 700 

.1134 

113 400 

.1087 

108 700 

.1045 

104 500 

.1032 

103 200 

.098 61 

98 610 

.095 11 

95 110 

.090 79 

90 790 

.086 05 

86 050 

.082 89 

82 890 

.082 45 

82 450 

.077 91 

77 910 

.073 78 

73 780 

.070 69 

70 690 

.065 73 

65 730 


Circular 

Mils 

Sq. 

Mm. 

250 000 

126.7 

240 100 

121.7 

215 300 

109.1 

213 000 

107.9 

211 600 

107.2 

206 100 

104.4 

186 600 

94.56 

185 300 

93.91 

180 600 

91.52 

167 800 

85.03 

160 000 

81.07 

155 100 

78.58 

155 000 

78.54 

144 400 

73.17 

138 400 

70.12 

133 100 

67.43 

131 400 

66.58 

125 500 

63.62 

121 100 

61.36 

115 600 

58.58 

109 600 

55.52 

105 500 

53.48 

105 000 

53.19 

99 200 

50.27 

93 940 

47.60 

90 000 

45.60 

83 690 

42.41 












































































CAMBRIA STEEL. 439 


COMBINED TABLE OF SIZES IN THE PRINCIPAL 
WIRE GAUGES—( Continued ). 


Diameter 

Wire Gauge Numbers 

Cross Section 

Mils 

Mm. 

Ins. 

American 
(B. & S.) 

Washburn 
& Moen 

Birmingham 

(Stubs’) 

1 British 

Standard 

Metric 

Sq. 

Ins. 

Sq. 

Mils 

Circular 

Mils 

Sq. 

Mm. 

284 

7.214 

.284 



2 



.063 35 

63 350 

80 660 

40.87 

288 

7.188 

.283 


1 




.062 90 

62 900 

80 090 

40.58 

276 

7.010 

.276 




2 


.059 83 

59 830 

76 180 

38.60 

275.6 

7.0 

.276 





70 

.059 65 

59 650 

75 950 

38.48 

262.5 

6.668 

.2625 

\ 

2 




.054 12 

54 120 

68 910 

34.92 

259 

6.579 

.259 



3 



.052 69 

52 690 

67 080 

33.99 

257.6 

6.544 

.258 

2 





.052 13 

52 130 

66 370 

33.63 

252 

6.401 

.252 




3 


.049 88 

49 880 

63 500 

32.18 

243.7 

6.190 

.2437 


3 




.046 64 

46 640 

59 390 

30.09 

238 

6.045 

.238 



4 



.044 49 

44 490 

56 640 

28.70 

236.2 

6.0 

.236 





60 

.043 83 

43 830 

55 800 

28.27 

232 

5.893 

.232 




4 


.042 27 

42 270 

53 820 

27.27 

229.4 

5.827 

.229 

3 





.041 34 

41 340 

52 630 

26.67 

225.3 

5.723 

.2253 


4 


. 

. 

.039 87 

39 870 

50 760 

25.72 

220 

5.588 

.220 



5 



.038 01 

38 010 

48 400 

24.52 

212 

5.385 

.212 




5 


.035 30 

35 300 

44 940 

22.77 

207 

5.258 

.207 


5 




.033 65 

33 650 

42 850 

21.71 

204.3 

5.189 

.204 

4 





.032 78 

32 780 

41 740 

21.15 

203 

5.156 

.203 



6 



.032 37 

32 370 

41 210 

20.88 

196.8 

5.0 

.197 





50 

.030 43 

30 430 

38 750 

19.63 

192 

4.877 

.192 


6 


6 


.028 95 

28 950 

36 860 

18.68 

181.9 

4.621 

.182 

5 





.026 00 

26 000 

33 100 

16.77 

180 

4.572 

.180 



7 



.025 45 

25 450 

32 400 

16.42 

177.2 

4.5 

.177 





45 

.024 65 

24 650 

31 390 

15.90 

177' 

4 496 

.177 


7 




.024 61 

24 610 

31 330 

15.87 

176 

4.470 

.176 




7 


.024 33 

24 330 

30 980 

15.70 

165 

4.191 

.165 



g 



.021 38 

21 380 

27 220 

13.80 

162 

4 115 

162 

6 

g 




.020 62 

20 620 

26 250 

13.30 

160 

4.064 

160 




g 


.020 11 

20 110 

25 600 

12.97 

157.5 

4.0 

.157 





40 

.019 48 

19 480 

24 810 

12.57 

148.3 

3 767 

1483 


9 




.017 27 

17 270 

21 990 

11.14 

148 

3.759 

.148 



9 



.017 20 

17 200 

21 900 

11.10 

144.3 

3.665 

.144 

7 





.016 35 

16 350 

20 820 

10.55 

144 

3 658 

.144 




9 


.016 29 

16 290 

20 740 

10.51 

137.8 

3.5 

.138 




. 

35 

.014 91 

14 910 

18 990 

9.621 

135 

3 429 

135 


10 




.014 31 

14 310 

18 220 

9.235 

134 

3 404 

134 



10 



.014 10 

14 100 

17 960 

9.098 

128.5 

3.264* 

128 

g 





.012 97 

12 970 

16 510 

8.366 

128 

3.251 

.128 



. 

10 


.012 87 

12 870 

16 380 

8.302 















































































































440 


CAMBRIA STEEL. 


COMBINED TABLE OF SIZES IN THE PRINCIPAL 
WIRE GAUGES —{Continued). 


Diameter 

Wire Gauge Numbers 

Mils 

Mm. 

Ins. 

American 
(B. & S.) 

Washburn 
& Moen 

Birmingham 

(Stubs’) 

British 

Standard 

Metric 

120.5 

120 

3.061 

3.048 

3.0 

2.946 

2.906 

2.769 

.1205 


11 




.120 


11 



118.1 

116 

.118 




30 

.116 




11 

114.4 

.114 

9 




109 

.109 



12 



105.5 

2.680 

2.642 

.1055 


12 



104 

.104 



12 


101.9 

2.588 

.102 

10 




98.42 

2.5 

.098 




25 

95 

2.413 

.095 



13 


92 

2.337 

.092 



13 


91.5 

2.324 

.0915 


13 



90.74 

2.305 

.091 

11 




83 

2.108 

.083 


14 



80.81 

2.053 

.081 

12 




80 

78.74 

2.032 

2.0 

.080 

.079 

14 


14 

20 

72 

71.96 

1.829 

1.828 

.072 

.072 

13 

15 

15 

15 

70.87 

1.8 

.071 




18 

65 

1.651 

.065 



16 


64.08 

1.628 

.064 

14 





64 

1.626 

.064 



16 


62.99 

1.6 

.063 




16 

62.5 

1.588 

.0625 


16 



58 

1.473 

.058 


17 



57.07 

1.450 

.057 

15 




56 

1.422 

.056 



17 


55.12 

1.4 

.055 




14 

54 

1.372 

.054 


17 



50.82 

1.291 

.051 

16 




49 

1.245 

.049 


18 



48 

1.219 

.048 



18 


47.5 

1.207 

.0475 


18 



47.24 

1.2 

.047 




12 

45.26 

1.150 

.045 

17 




42 

1.067 

.042 


19 



41 

1.041 

.041 


19 



Cross Section 


Sq. 

Ins. 

* 

Sq. 

Mils 

% 

Circular 

Mils 

Sq. 

Mm. 

.011 40 

11 400 

14 520 

7.358 

.011 31 

11 310 

14 400 

7.297 

.010 96 

10 960 

13 950 

7.069 

.010 57 

10 570 

13 460 

6.818 

.010 28 

10 280 

13 090 

6.634 

.009 331 

9331 

11 880 

6.020 

.008 742 

8742 

11 130 

5.640 

.008 495 

8495 

10 820 

5.481 

.008 155 

8155 

10 380 

5.261 

.007 609 

7609 

9687 

4.909 

.007 088 

7088 

9025 

4.573 

.006 648 

6648 

8464 

4.289 

.006 576 

6576 

8372 

4.242 

.006 467 

6467 

8234 

4.172 

.005 411 

5411 

6889 

3.491 

.005 129 

5129 

6530 

3.309 

.005 027 

5027 

6400 

3.243 

.004 869 

4869 

6200 

3.142 

.004 072 

4072 

5184 

2.627 

.004 067 

4067 

5178 

2.624 

.003 944 

3944 

5022 

2.545 

.003 318 

3318 

4225 

2.141 

.003 225 

3225 

4107 

2.081 

.003 217 

3217 

4096 

2.075 

.003 116 

3116 

3968 

2.011 

.003 068 

3068 

3906 

1.979 

.002 642 

2642 

3364 

1.705 

.002 558 

2558 

3257 

1.650 

.002 463 

2463 

3136 

1.589 

.002 386 

2386 

3038 

1.539 

.002 290 

2290 

2916 

1.478 

.002 028 

2028 

2583 

1.309 

.001 886 

1886 

2401 

1.217 

.001 81C 

1810 

2304 

1.167 

.001 772 

1772 

2256 

1.143 

.001 753 

1753 

2232 

1.131 

.001 60 f 

1609 

2048 

1.038 

.001 38£ 

1385 

1764 

0.8938 

.001 32C 

1320 

1681 

0.8518 

















































































































CAMBRIA STEEL. 441 


COMBINED TABLE OF SIZES IN THE PRINCIPAL 
WIRE GAUGES— {Continued). 


Diameter 

Wire Gauge Numbers 

Cross Section 

Mils 

Mm. 

Ins. 

American 

(B.&S.) 

Washburn 
& Moen 

Birmingham 

(Stubs’) 

British 

Standard 

Metric 

Sq. 

Ins. 

Sq. 

Mils 

Circular 

Mils 

Sq. 

Mm. 

40.3 

1.024 

.040 

18 





.001 276 

1276 

1624 

.8231 

40 

1.016 

.040 




19 


.001 257 

1257 

1600 

.8107 

39.37 

1.0 

.039 





10 

.001 217 

1217 

1550 

.7854 

36 

.9144 

.036 




20 


.001 018 

1018 

1296 

.6567 

35.89 

.9116 

.036 

19 





.001 012 

1012 

1288 

.6527 

35.43 

.90 

.035 





9 

.039861 

986.1 

1255 

.6362 

35 

.8890 

.035 



20 



.0.39621 

962.1 

1225 

.6207 

34.8 

.8839 

.0348 


20 




.039511 

951.1 

1211 

.6136 

32 

.8128 

.032 



21 

21 


.038042 

804.2 

1024 

.5189 

31.96 

.8118 

.032 

20 





.0s8023 

802.3 

1022 

.5176 

31 7 

.8052 

.0317 


21 




.0.37892 

789.2 

1005 

.5092 

31 5 

.80 

.031 





8 

.0 3 7791 

779.1 

992 

.5027 

28 6 

.7264 

.0286 


22 




,0 3 6424 

642.4 

818 

.4145 

28 46 

.7229 

.0285 

21 





.0s6363 

636.3 

810.1 

.4105 

28 

.7112 

.028 



22 

22 


.0 3 6158 

615.8 

784 

.3973 

27 56 

.70 

.0276 





7 

.0.359 65 

596.5 

759.5 

.3848 

25 8 

.6553 

.0258 


23 




.0.35228 

522.8 

665.6 

.3373 

25 35 

.6438 

.0253 

22 





.0 3 5046 

504.6 

642.4 

.3255 

25 

.6350 

.025 



23 



.0s4909 

490.9 

625 

.3167 

24 

6096 

.024 




23 


,0s4524 

452.4 

576 

.2919 

23 62 

.60 

0236 





6 

.0s4383 

438.3 

558 

.2827 

23 

5842 

• 

.023 


24 




.034155 

415.5 

529 

.2675 

22 57 

5733 

0226 

23 





.0s4001 

400.1 

509.5 

.2582 

22 

5588 

.022 



24 

24 


.033801 

380.1 

484 

.2452 

20 4 

5182 

.0204 


25 




.033269 

326.9 

416.2 

.2109 

20 1 

.5106 

0201 

24 





.033173 

317.3 

404 

.2047 

20 

.5080 

.020 



25 

25 


.0 3 3142 

314.2 

400 

.2027 

19 68 

.50 

0197 





5 

.0.33043 

304.3 

387.5 

.1963 

1 ft 1 

4597 

0181 


26 




Ds2573 

257.3 

327.6 

.1660 

18 

4572 

*018 



26 

26 


.0 3 2545 

254.5 

324 

.1642 

17 9 


0179 

25 





.0 3 2517 

251.7 

320.4 

.1624 

17 72 

45 

0177 





4-5 

.0s2465 

246.5 

313.9 

.1590 

17 3 

4394 

0173 


27 




.0s2351 

235.1 

299.3 

.1517 

16 4 

4166 

0164 




27 


.0 3 2112 

211.2 

269 

.1363 

Ifi 2 

4115 

0162 


28 




.0 3 2061 

206.1 

262.4 

.1330 


4064 

016 



27 



.032011 

201.1 

256 

.1297 

1 ^ 04 

4049 

0159 

26 





,0 3 1996 

199.6 

254.1 

.1288 

15 75 

40 

0157 





4 

.0sl948 

194.8 

248 

.1257 

15 

.3810 

. 015 ; 


29 




.0sl767 

176.7 

225 

.1140 

































































































442 


CAMBRIA STEEL. 


COMBINED TABLE OF SIZES IN THE PRINCIPAL 
WIRE GAUGES— {Continued). 


Diameter 

Wire Gauge Numbers 

Mils 

Mm. 

Ins. 

American 

(B.&S.) 

Washburn 
& Moen 

Birmingham 

(Stubs’) 

British 

Standard 

Metric 

14.8 

.3759 

.0148 




28 


14.2 

.3606 

.0142 

27 





14 

.3556 

.0140 


30 

28 



13.78 

.35 

.0138 





3-5 

13.5 

.3454 

.0136 




29 


13.2 

.3353 

.0132 


31 




13 

.3302 

.0130 



29 



12.8 

.3251 

.0128 


32 




12.64 

.3211 

.0126 

28 





12.4 

.3150 

.0124 




30 


12 

.3048 

.0120 



30 



11.81 

30 

.0118 





3 

11.8 

.2997 

.0118 


33 




11.6 

.2946 

.0116 




31 


11.26 

.2859 

.0113 

29 





10.8 

.2743 

.0108 




32 


10.4 

.2642 

.0104 


34 




10.03 

.2546 

.0100 

30 





10 

.2540 

.0100 



31 

33 


9.842 

.25 

.0098 





2-5 

9.5 

.2413 

.0095 


35 




9.2 

.2337 

.0092 




34 


9 

.2286 

.0090 


36 

32 



8.928 

.2268 

.0089 

31 





8.5 

.2159 

.0085 


37 




8.4 

.2134 

.0084 




35 


8 

.2032 

.0080 


38 

33 



7.95 

.2019 

.0080 

32 





7.874 

.20 

.0079 





2 

7.6 

.1930 

.0076 




36 


7.5 

.1905 

.0075 


39 




7.087 

.18 

.0071 





1-8 

7.08 

.1798 

.0071 

33 





7 

.1778 

.0070 


40 

34 



6.8 

.1727 

.0068 




37 


6.6 

.1676 

.0066 


41 




6.305 

.1601 

.0063 

34 





6.299 

.16 

.0063 





1-6 

6.2 

.1575 

.0062 


42 . 




Cross Section 


Sq. 

Ins. 


.0sl720 

.0.31583 

.031539 

■0 3 1491 

.031453 

.0sl368 

.0 3 1327 

.031287 

.031255 

.031208 

.031131 

.0 3 1096 

.031094 

.031057 

.049954 

.049161 

.048495 

0 4 7894 

.047854 

.0 4 7609 

.047088 

.0 4 6648 

.046362 

.046260 

•0 4 56 75 
.045542 
.04502 7 

.044964 

.0 4 4869 

.044536 

.044418 
.043944 
.0439 3 7 

.0 4 3848 

.043632 

.0 4 3421 

.043122 

.043116 

.043019 


Sq. 

Mils 


172.0 

158.3 
153.9 

149.1 

145.3 
136.8 

132.7 

128.7 

125.5 

120.8 

113.1 

109.6 

109.4 

105.7 

99.54 

91.61 
84.95 
78.94 

78.54 
76.09 
70.88 

66.48 

63.62 
62.60 

56.75 

55.42 

50.27 

49.64 

48.69 

45.36 

44.18 
39.44 

39.37 

38.48 
36.32 

34.21 

31.22 
31.16 

30.19 


Circular 

Mils 


219 

201.5 

196 

189.9 

185 

174.2 

169 

163.8 

159.8 

153.8 

144 

139.5 

139.2 

134.6 

126.7 

116 6 

108.2 
100.5 

100 

96.87 

90.25 

* 84.64 

81 

79.7 

72.25 

70.56 
64 

63.21 
62.00 

57.76 

56.25 

50.22 
50.13 

49 

46.24 

43.56 

39.75 

39.68 

38.44 


Sq. 

Mm. 


.1110 
.1021 
.099 32 

.096 21 
.093 72 
.088 29 

.085 63 
.083 02 
.080 98 

.077 91 
.072 97 
.070 69 

.070 55 
.068 18 
.064 22 

.059 10 
.054 81 
.050 93 

.050 67 
.049 09 
.045 73 

.042 89 
.041 04 
.040 39 

.036 61 
.035 75 
.032 43 

.032 03 
.031 42 
.029 27 

.028 50 
.025 45 
.025 40 

.024 83 
.023 43 
.022 07 

.020 14 
.020 11 
.019 48 









































































































CAMBRIA STEEL. 443 


COMBINED TABLE OF SIZES IN THE PRINCIPAL 
WIRE GAUGES— {Continued). 


Diameter 

Wire Gauge Numbers 

Cross Section 

Mils 

Mm. 

Ins. 

S-' 

<5 

a a 

t. O) 

a o 

£ 

a 

c3 >-s 

"ST ® 3 

a as 

S_ W' 

s 

T3 

l_ 

C3 

m a 
■£S 

■~V2 

m 

O 

’C 

Sq. 

Ins. 

Sq. 

Mils 

Circular 

Mils 

Sq. 

Mm. 

6 

5.906 

.1524 

.15 

.0060 

.0059 


43 


38 

1-5 

,0 4 2827 

.0 4 2739 

28.27 

27.39 

36 

34.87 

.018 24 
.017 67 

5.8 

5.615 

.1473 

.0058 


44 



,0 4 2642 

26.42 

33.64 

.017 05 

.1426 

.0056 

35 




.042476 

24.76 

31.52 

.015 97 

5 512 

.14 

.0055 




1-4 

.0 4 2386 

23.86 

30.38 

.015 39 

5.5 

.1397 

.0055 


45 



.042376 

23.76 

30.25 

.015 33 

5.2 

5 

.1321 

.1270 

.0052 

.0050 

36 

46 

47 

35 

39 


.0 4 2124 

.041963 

21.24 

19.63 

27.04 

25 

.013 70 
.012 67 

4.8 

.1219 

.0048 

48 

40 


.0 4 1810 

18.10 

23.04 

.011 67 

4.724 

4.6 

4.453 

4.4 

4 

.12 

0047 





1-2 

.041753 

17.53 

22.32 

.011 31 

1168 

.0046 


49 



.041662 

16.62 

21.16 

.010 72 

.1131 

.0045 

37 




.041557 

15.57 

19.83 

.010 05 

.1118 

.1016 

.0044 

.0040 

50 

36 

41 

42 


.041521 

.041257 

15.21 

12.57 

19.36 

16 

.009810 
.008107 

3.965 

3.937 

3 6 

3.531 

3.2 

3.145 

2.800 

2.8 

2.494 

2.4 

2.221 

2 

.1007 

.10 

.0040 

38 



.041235 

12.35 

15.72 

.007967 

.0039 




1 

.041217 

12.17 

15.50 

.007854 

09144 

.0036 




43 

.O 4 IOI 8 

10.18 

12.96 

.006567 

.08969 

.08128 
07987 

0035 

39 




.0s9793 

9.793 

12.47 

.006318 

.0032 

.0031 



44 


.0i8042 

8.042 

10.24 

.005189 

40 




.0s7766 

7.766 

9.888 

.005010 

.07113 

.07112 
.063 34 
.06096 

.05641 

.05080 

.05023 

.05 

.044 73 
.04064 

.03984 

.03547 

.03159 

.03048 
.02813 
.02540 

.02505 

.0028 

.0028 

.0025 

.0024 

.0022 

.0020 

.0020 

.0020 

.0018 

.0016 

.0016 

.0014 

.0012 

.0012 

.0011 

.0010 

.0010 

41 





.O 56 I 59 

6.159 

7.842 

.003973 



45 


.0&6158 

6.158 

7.84 

.003 973 

42 




,0 5 4884 

4.884 

6.219 

.003151 



46 


,0o4524 

4.524 

5.76 

.002919 

43 




.063873 

3.873 

4.932 

.002499 



47 


.0&3142 

3.142 

4 

.002027 

1.978 

1.969 

1.761 

1.6 

1.568 

1.397 

1.243 

1.2 

1.107 

1 

.9863 

44 




.0 6 3072 

3.072 

3.911 

.001 982 




0-5 

.0o3044 

3.044 

3.875 

.001963 

45 




.062436 

2.436 

3.102 

.001572 



48 


.062011 

2.011 

2.560 

.001297 

46 




.061932 

1.932 

2.460 

.001246 

47 





.0 5 1532 

1 .532 

1.951 

.0 3 9884 

48 





.061215 

1.215 

1.547 

•0 3 7838 



49 


.061131 

1.131 

1.44 

.0 3 7297 

49 




.069635 

.9635 

1.227 

,0 3 6216 



50 


.0*7854 

.7854 

1 

,0 3 5067 

50 





.0 ti 7641 

.7641 

.9728 

.0 3 4929 




































































































444 


CAMBRIA STEEL. 


DECIMAL EQUIVALENTS OF 
NON-BINARY FRACTIONS 

(Denominators 7 to 19.) 


Nu- 


ator 


DENOMINATOR 


7 

9 

11 

12 

13 

14 

15 

17 

18 

.1429 

.1111 

.0909 

.0833 

.0769 

.0714 

.0667 

.0588 

.0556 

.2857 

.2222 

.1818 

.1667 

.1538 

.1429 

.1333 

.1176 

.1111 

.4286 

.3333 

.2727 

.2500 

.2308 

.2143 

.2000 

M765 

.1667 

.5714 

.4444 

.3636 

.3333 

.3077 

.2857 

.2667 

.2353 

.2222 

.7143 

.5556 

.4545 

.4167 

.3846 

.3571 

.3333 

.2941 

.2778 

.8571 

.6667 

.5455 

.5000 

.4615 

.4286 

.4000 

.3529 

.3333 


.7778 

.6364 

.5833 

.5385 

.5000 

.4667 

.4118 

.3889 


.8889 

.7273 

.6667 

.6154 

.5714 

.5333 

.4706 

.4444 



.8182 

.7500 

.6923 

.6429 

.6000 

.5294 

.5000 



.9091 

.8333 

.7692 

.7143 

.6667 

.5882 

.5556 

. 



.9167 

.8462 

.7857 

.7333 

.6471 

.6111 





.9231 

.8571 

.8000 

.7059 

.6667 






.9286 

.8667 

.7647 

.7222 

. 






.9333 

.8235 

.7778 

. 







.8824 

8333 








9412 

8889 

. 

t . 








.9444 

. 










19 


.0526 

.1053 

.1579 

.2105 

.2632 

.3158 

.3684 

.4211 

.4737 

.5263 

.5789 

.6316 

.6842 

.7368 

.7895 

.8421 

.8947 

.9474 


SQUARE ROOTS AND CUBE ROOTS OF FRACTIONS 


Frac- 

Square 

Cube 

Frac- 

Square 

Cube 

Frac- 

Square 

Cube 

tion 

Root 

Root 

tion 

Root 

Root 

tion 

Root 

Root 

1 

2 

.70711 

.79370 

6 

7 

.92582 

.94991 

12 

.28868 

.43679 

1 

¥ 

2. 

.57735 

.81650 

.69336 

.87358 

1 

8 

.35355 

.50000 

A 

A 

.64550 

.76376 

.74690 

.83555 


3 

8 

.61237 

.72112 

1 1 

1 o 

.95743 

.97141 

i 

.50000 

.62996 

5 

8 

.79057 

.85499 




3 

t 

.86603 

.90856 

1 

8 

.93541 

.95647 

1 

16 

.25000 

.39685 

1 

.40825 

.55032 


.33333 

.48075 

3 

16 

.43301 

.57236 


.91287 

.94104 

9 

16 

.55902 

.67860 


2l 

9 

.47140 

.60571 

16 

.66144 

.75915 

\ 

2 . 

r* 

i 

.37796 

.52275 

f 

.66667 

.76314 

9 

16 

.75000 

.82548 

.53452 

.65863 

f 

.74536 

.82207 

11 

16 

.82916 

.88259 

4 

7 

.65465 

.75395 

t 

.88192 

.91963 

1-3 

16 

.90138 

.93313 

•t 

7 

.75593 

.82983 

1 

.94281 

.96150 

16 

.96825 

.97872 


.84515 

.89390 





































































CAMBRIA STEEL. 


445 


DECIMAL EQUIVALENTS OF 
NON-BINARY FRACTIONS 

..(Denominators 21 to 31.) 


o> 

-aj 


DENOMINATOR 


w 

a 

sz; 

21 

22 

23 

24 

26 

27 

28 

29 

30 

31 

i 

.0476 

.0455 

.0435 

.0417 

.0385 

.0370 

.0357 

.0345 

.0333 

.0323 

2 

.0952 

.0909 

.0870 

.0833 

.0769 

.0741 

.0714 

.0690 

.0667 

.0645 

3 

.1429 

.1364 

.1304 

.1250 

.1154 

.1111 

.1071 

.1034 

.1000 

.0968 

4 

.1905 

.1818 

.1739 

.1667 

.1538 

.1481 

.1429 

.1379 

.1333 

.1290 

5 

.2381 

.2273 

.2174 

.2083 

.1923 

.1852 

.1786 

.1724 

.1667 

.1613 

6 

.2857 

.2727 

.2609 

.2500 

.2308 

.2222 

.2143 

.2069 

.2000 

.1935 

7 

.3333 

.3182 

.3043 

.2917 

.2692 

.2593 

.2500 

.2414 

.2333 

.2258 

8 

.3810 

.3636 

.3478 

.3333 

.3077 

.2963 

.2857 

.2759 

.2667 

.2581 

9 

.4286 

.4091 

.3913 

.3750 

.3462 

.3333 

.3214 

.3103 

.3000 

.2903 

10 

.4762 

.4545 

.4348 

.4167 

.3846 

.3704 

.3571 

.3448 

.3333 

.3226 

11 

.5238 

.5000 

.4783 

.4583 

.4231 

.4074 

.3929 

.3793 

.3667 

.3548 

12 

.5714 

.5455 

.5217 

.5000 

.4615 

.4444 

.4286 

.4138 

.4000 

.3871 

13 

.6190 

.5909 

.5652 

.5417 

.5000 

.4815 

.4643 

.4483 

.4333 

.4194 

14 

.6667 

.6364 

.6087 

.5833 

.5385 

.5185 

.5000 

.4828 

.4667 

.4516 

15 

.7143 

.6818 

.6522 

.6250 

.5769 

.5555 

.5357 

.5172 

.5000 

.4839 

16 

.7619 

.7273 

.6957 

.6667 

.6154 

.5926 

.5714 

.5517 

.5333 

.5161 

17 

.8095 

.7727 

.7391 

.7083 

.6538 

.6296 

.6071 

.5862 

.5667 

.5484 

18 

.8571 

.8182 

.7826 

.7500 

.6923 

.6667 

.6429 

.6207 

.6000 

.5806 

19 

.9048 

.8636 

.8261 

.7917 

.7308 

.7037 

.6786 

.6552 

.6333 

.6129 

20 

.9524 

.9091 

.8696 

.8333 

.7692 

.7407 

.7143 

.6897 

.6667 

.6452 

21 


.9545 

.9130 

.8750 

.8077 

.7778 

.7500 

.7241 

.7000 

.6774 

22 



.9565 

.9167 

.8462 

.8148 

.7857 

.7586 

.7333 

.7097 

23 




.9583 

.8846 

.8519 

.8214 

.7931 

.7667 

.7419 

24 





.9231 

.8889 

.8571 

.8276 

.8000 

.7742 

25 





.9615 

.9259 

.8929 

.8621 

.8333 

.8065 

26 






.9630 

.9286 

.8966 

.8667 

.8387 

27 







.9643 

.9310 

.9000 

.8710 

28 








.9655 

.9333 

.9032 

2 Q 









.9667 

.9355 

30 










.9677 





















































446 CAMBRIA STEEL. 


DECIMALS OF A FOOT FOR EACH ^ OF 

AN INCH. 


Inch. 

0 " 

1 " 

2 " 

3 " 

4 " 

5 " 

« 0 

0 

.0833 

.1667 

.2500 

.3333 

.4167 


.0013 

.0846 

.1680 

. 2513 . 

.3346 

.4180 

1 

32 

.0026 

.0859 

.1693 

.2526 

.3359 

.4193 

3 

64 

.0039 

.0872 

.1706 

.2539 

.3372 

.4206 

1 

16 

.0052 

.0885 

.1719 

.2552 

.3385 

.4219 

5 

64 

.0065 

.0898 

.1732 

.2565 

.3398 

.4232 

_3_ 

32 

.0078 

.0911 

.1745 

.2578 

.3411 

.4245 

64 

.0091 

.0924 

.1758 

.2591 

.3424 

.4258 

1 

8 

.0104 

.0937 

.1771 

.2604 

.3437 

.4271 

9 

64 

.0117 

.0951 

.1784 

.2617 

.3451 

.4284 

5 

T? 

.0130 

.0964 

.1797 

.2630 

.3464 

.4297 

XL 

64 

.0143 

.0977 

.1810 

.2643 

.3477 

.4310 

_3_ 

16 

.0156 

.0990 

.1823 

.2656 

.3490 

.4323 

13. 

64 

.0169 

.1003 

.1836 

.2669 

.3503 

.4336 

7 

3J 

.0182 

.1016 

.1849 

.2682 

.3516 

.4349 

1A 

64 

.0195 

.1029 

.1862 

.2695 

.3529 

.4362 

1 

4 

.0208 

.1042 

.1875 

.2708 

.3542 

.4375 

17 

64 

.0221 

.1055 

.1888 

.2721 

.3555 

.4388 

9 

32 

.0234 

.1068 

.1901 

.2734 

.3568 

.4401 

19 

64 

.0247 

.1081 

.1914 

.2747 

.3581 

.4414 

16 

.0260 

.1094 

.1927 

.2760 

.3594 

.4427 

21 

64 

.0273 

.1107 

.1940 

.2773 

.3607 

.4440 

11 

32 

.0286 

.1120 

.1953 

.2786 

.3620 

.4453 

3_3 

64 

.0299 

.1133 

.1966 

.2799 

.3633 

.4466 

3 

8 

.0312 

.1146 

.1979 

.2812 

.3646 

.4479 

25. 

64 

.0326 

.1159 

.1992 

.2826 

.3659 

.4492 

JUL 

32 

.0339 

.1172 

.2005 

.2839 

.3672 

.4505 

21 

64 

.0352 

.1185 

.2018 

.2852 

.3685 

.4518 

IT 

.0365 

.1198 

.2031 

.2865 

.3698 

.4531 

23. 

64 

.0378 

.1211 

.2044 

.2878 

.3711 

.4544 

1 5 

32 

.0391 

.1224 

.2057 

.2891 

.3724 

.4557 

21 

64 

.0404 

.1237 

.2070 

.2904 

.3737 

.4570 

1 

2 

.0417 

.1250 

.2083 

.2917 

.3750 

.4583 



















CAMBKIA STEEL. 447 


DECIMALS OF A FOOT FOR EACH & OF 

AN INCH. 


Inch. 

6" 

rjn 

8 " 

9 " 

10" 

11" 

0 

.5000 

.5833 

.6667 

.7500 

.8333 

.9167 

FT 

.5013 

.5846 

.6680 

.7513 

.8346 

.9180 

*2 

.5026 

.5859 

.6693 

.7526 

.8359 

.9193 

JL- 

64 

.5039 

.5872 

.6706 

.7539 

.8372 

.9206 

IF 

.5052 

.5885 

.6719 

.7552 

.8385 

.9219 

5 

64 

.5065 

.5898 

.6732 

.7565 

.8398 

.9232 

3 

32 

.5078 

.5911 

.6745 

.7578 

.8411 

.9245 

7 

FT 

.5091 

.5924 

.6758 

.7591 

.8424 

.9258 

l 

8 

.5104 

.5937 

.6771 

.7604 

.8437 

.9271 

9 

FT 

.5117 

.5951 

.6784 

.7617 

.8451 

.9284 

5 

FT 

.5130 

.5964 

.6797 

.7630 

.8464 

.9297 

FT 

.5143 

.5977 

.6810 

.7643 

.8477 

.9310 

A 

.5156 

.5990 

.6823 

.7656 

.8490 

.9323 

64 

.5169 

.6003 

.6836 

.7669 

.8503 

.9336 

7 

3_2 

.5182 

.6016 

.6849 

.7682 

.8516 

.9349 

15 

6 4 

.5195 

.6029 

.6862 

.7695 

.8529 

.9362 

i 

4 

.5208 

.6042 

.6875 

.7708 

.8542 

.9375 

H 

.5221 

.6055 

.6888 

.7721 

.8555 

.9388 

V 

3 2 

.5234 

.6068 

.6901 

.7734 

.8568 

.9401 

19 

FT 

.5247 

.6081 

.6914 

.7747 

.8581 

.9414 

*5 

TF 

.5260 

.6094 

.6927 

.7760 

.8594 

.9427 

fi 

.5273 

.6107 

.6940 

.7773 

.8607 

.9440 


.5286 

.6120 

.6953 

.7786 

.8620 

.9453 

M 

.5299 

.6133 

.6966 

.7799 

.8633 

.9466 

t 

.5312 

.6146 

.6979 

.7812 

.8646 

.9479 


.5326 

.6159 

.6992 

.7826 

.8659 

.9492 

13 

.5339 

.6172 

.7005 

.7839 

.8672 

.9505 

27 

.5352 

.6185 

.7018 

.7852 

.8685 

.9518 

7 

TF 

.5365 

.6198 

.7031 

.7865 

.8698 

.9531 

FT 

.5378 

.6211 

.7044 

.7878 

.8711 

.9544 

15 

.5391 

.6224 

.7057 

.7891 

.8724 

.9557 


.5404 

.6237 

.7070 

.7904 

.8737 

.9570 

1 

2 

.5417 

.6250 

.7083 

.7917 

.8750 

.9583 





















448 CAMBRIA STEEL. 


DECIMALS OF A FOOT FOR EACH ft OF 

AN INCH. 


Inch. 

0 " 

1 " 

2 " 

3 " 

4 " 

6" 

ft 

.0430 

.1263 

.2096 

.2930 

.3763 

.4596 

17 

3 2 

.0443 

.1276 

.2109 

. 294 a 

.3776 

.4609 

35 

6 4 

.0456 

.1289 

.2122 

.2956 

.3789 

.4622 

9 

re 

.0469 

.1302 

.2135 

.2969 

.3802 

.4635 

37 

67 

.0482 

.1315 

.2148 

.2982 

.3815 

.4648 

19 

~32 

.0495 

.1328 

.2161 

.2995 

.3828 

.4661 

39 

64 

.0508 

.1341 

.2174 

.3008 

.3841 

.4674 

5 

8 

.0521 

.1354 

.2188 

.3021 

.3854 

.4688 

ft 

.0534 

.1367 

.2201 

.3034 

.3867 

.4701 

ft 

.0547 

.1380 

.2214 

.3047 

.3880 

.4714 

ft 

.0560 

.1393 

.2227 

.3060 

.3893 

.4727 

ft 

.0573 

.1406 

.2240 

.3073 

.3906 

.4740 

45 

64 

.0586 

.1419 

.2253 

.3086 

.3919 

.4753 

ft 

.0599 

.1432 

.2266 

.3099 

.3932 

.4766 

47 

64 

.0612 

.1445 

.2279 

.3112 

.3945 

.4779 

3 

4 

.0625 

.1458 

.2292 

.3125 

.3958 

.4792 

ft 

.0638 

.1471 

.2305 

.3138 

.3971 

.4805 

ft 

.0651 

.1484 

.2318 

.3151 

.3984 

.4818 

ft 

.0664 

.1497 

.2331 

.3164 

.3997 

.4831 

ft 

.0677 

.1510 

.2344 

.3177 

.4010 

.4844 

ft 

.0690 

.1523 

.2357 

.3190 

.4023 

.4857 

2 7 

3T 

.0703 

.1536 

.2370 

.3203 

.4036 

.4870 

ft 

.0716 

.1549 

.2383 

.3216 

.4049 

.4883 

7 

8 

.0729 

.1562 

.2396 

.3229 

.4062 

.4896 

ft 

.0742 

.1576 

.2409 

.3242 

.4076 

.4909 

ft 

.0755 

.1589 

.2422 

.3255 

.4089 

.4922 

59 

64 

.0768 

.1602 

.2435 

.3268 

.4102 

.4935 

ft 

.0781 

.1615 

.2448 

.3281 

.4115 

.4948 

ft 

.0794 

.1628 

.2461 

.3294 

.4128 

.4961 

ft 

.0807 

.1641 

.2474 

.3307 

.4141 

.4974 

ft 

1 

.0820 

.1654 

.2487 

.3320 

.4154 

.4987 
































CAMBRIA STEEL. 


449 


DECIMALS OF A FOOT FOR EACH OF 

AN INCH. 


Inch. 


3.3. 

64 
1 7 
32 
35 
64 
9 

16 


37 

64 

19 

32 

39 

64 

5 

8 


41 

64 

31 

32 
43 
64 
11 
16 


45 

64 

23 

32 

47 

64 

3. 

4 


49 
64 
25 
32 
51 
64 
1 3 
16 


53 

64 

27 

32 

55 

64 

7. 

8 


5 7 
64 
29 
32 
59 
64 
15. 
16 


61 

64 

3JL 
‘3 2 

63 

64 


6 " 

vyrf 

8 " 

.5430 

.6263 

.7096 

.5443 

.6276 

.7109 

.5456 

.6289 

.7122 

.5469 

.6302 

.7135 

.5482 

.6315 

.7148 

.5495 

.6328 

.7161 

.5508 

.6341 

.7174 

.5521 

.6354 

.7188 

.5534 

.6367 

.7201 

.5547 

.6380 

.7214 

.5560 

.6393 

.7227 

.5573 

.6406 

.7240 

.5586 

.6419 

.7253 

.5599 

.6432 

.7266 

.5612 

.6445 

.7279 

.5625 

.6458 

.7292 

.5638 

.6471 

.7305 

.5651 

.6484 

.7318 

.5664 

.6497 

.7331 

.5677 

.6510 

.7344 

.5690 

.6523 

.7357 

.5703 

.6536 

.7370 

.5716 

.6549 

.7383 

.5729 

.6562 

.7396 

.5742 

.6576 

.7409 

.5755 

.6589 

.7422 

.5768 

.6602 

.7435 

-.5781 

.6615 

.7448 

.5794 

.6628 

.7461 

.5807 

.6641 

.7474 

.5820 

.6654 

.7487 


9 " 

10 " 

11 " 

.7930 

.8763 

.9596 

.7943 

.8776 

.9609 

.7956 

.8789 

.9622 

.7969 

.8802 

.9635 

.7982 

.8815 

.9648 

.7995 

.8828 

.9661 

.8008 

.8841 

.9674 

.8021 

.8854 

.9688 

.8034 

.8867 

.9701 

.8047 

.8880 

.9714 

.8060 

.8893 

.9727 

.8073 

.8906 

.9740 

.8086 

.8919 

.9753 

.8099 

.8932 

.9766 

.8112 

.8945 

.9779 

.8125 

.8958 

.9792 

.8138 

.8971 

.9805 

.8151 

.8984 

.9818 

.8164 

.8997 

.9831 

.8177 

.9010 

.9844 

.8190 

.9023 

.9857 

.8203 

.9036 

.9870 

.8216 

.9049 

.9883 

.8229 

.9062 

.9896 

.8242 

.9076 

.9909 

.8255 

.9089 

.9922 

.8268 

.9102 

.9935 

.8281 

.9115 

.9948 

.8294 

.9128 

.9961 

.8307 

.9141 

.9974 

.8320 

.9154 

.9987 

1.0000 


















450 CAMBRIA STEEL. 


DECIMALS OF AN INCH FOR EACH ^TH. 

WITH MILLIMETRE EQUIVALENTS. 


Frac- 

64 ths 

Decimal 

Millime- 

Frac- 

erths 

Decimal 

Millime- 

tion 

tres 

tion 

tres 


1 

.015625 

0.397 


33 

.-515625 

13.097 

1 

32 

2 

.03125 

0.794 

1 7 

32 

34 

.53125 

13.494 

3 

.046875 

1.191 


35 

.546875 

13.891 

1 

TB 

4 

.0625 

1.588 

9 

16 

36 

.5625 

14.288 


5 

.078125 

1.984 


37 

.578125 

14.684 

3 

32 

6 

.09375 

2.381 

1 9 

32 

38 

.59375 

15.081 

7 

.109375 

2.778 


39 

.609375 

15.478 

Vs 

8 

.125 

3.175 

*A 

40 

.625 

15.875 


9 

.140625 

3.572 


41 

.640625 

16.272 

T2 

10 

.15625 

3.969 

21 

32 

42 

.65625 

16.669 

11 

.171875 

4.366 


43 

.671875 

17.066 

3 

16 

12 

.1875 

4.763 

11 

16 

44 

.6875 

17.463 


13 

.203125 

5.159 


45 

.703125 

17.859 

7 

32 

14 

.21875 

5.556 

23 

32 

46 

.71875 

18.256 


15 

.234375 

5.953 


47 

.734375 

18.653 

H 

16 

.25 

6.350 

H 

48 

.75 

19.050 


17 

.265625 

6.747 


49 

.765625 

19.447 

9 

32 

18 

.28125 

7.144 

25 

32 

50 

.78125 

19.844 

, . 

19 

.296875 

7.541 


51 

.796875 

20.241 

5 

Iff 

20 

.3125 

7.938 

1 3 

16 

52 

.8125 

20.638 


21 

.328125 

8.334 


53 

.828125 

21.034 

11 

32 

22 

.34375 

8.731 

27 

32 

54 

.84375 

21.431 

, , 

23 

.359375 

9.128 

55 

.859375 

21.828 

K 

24 

.375 

9.525 

Vs 

56 

.875 

22.225 


25 

.390625 

9.922 


57 

.890625 

22.622 

1 3 

32 

26 

.40625 

10.319 

29 

32 

58 

.90625 

23.019 

, , 

27 

.421875 

10.716 


59 

.921875 

23.416 

7 

16 

28 

.4375 

11.113 

15 

16 

60 

.9375 

23.813 


29 

.453125 

11.509 


61 

.953125 

24.209 

15 

32 

30 

.46875 

<11.906 

31 

32 

62 

.96875 

24.606 

, . 

31 

.484375 

12.303 


63 

.984375 

25.003 

Vi 

32 

.5 

12.700 

1 

♦ 

64 

1 . 

25.400 





















CAMBRIA STEEL. 451 


WEIGHTS AND AREAS OF SQUARE AND ROUND 
BARS AND CIRCUMFERENCES OF ROUND BARS. 

One cubic foot of steel weighs 489.6 lbs. 

The following tables of weights of rounds, squares, flats, etc., are theoretical 
only. The various sizes made by us are listed elsewhere herein under appro¬ 
priate headings, and the weights of rolled steel are subject to variation in 
accordance with mill practice for the different classes of products. 


Thickness 

Weight 

Weight 

Area 

Area 

Circumference 

or Diameter 

of H Bar 

of Bar 

of pH| Bar 

°f Bar 

of Bar 

in Inches. 

One Foot Long. 

One Foot Long. 

in Sq. Inches. 

in Sq. Inches. 

in Inches. 

vS 

.013 

.010 

.0039 

.0031 

.1964 

~6i 

.021 

.016 

.0061 

.0048 

.2454 

TJ 

.030 

.023 

.0088 

.0069 

.2945 

7 

64 

.041 

.032 

.0120 

.0094 

.3436 

1 

8 

.053 

.042 

.0156 

.0123 

.3927 

9 

6 4 

.067 

.053 

.0198 

.0155 

.4418 

T2 

.083 

.065 

.0244 

.0192 

.4909 

ijl 

64 

.100 

.079 

.0295 

.0232 

.5400 

A 

.120 

.094 

.0352 

.0276 

.5891 

H 

.140 

.110 

.0413 

.0324 

.6381 

7 

T2 

.163 

.128 

.0479 

.0376 

.6872 

if 

.187 

.147 

.0549 

.0431 

.7363 

1 

.212 

.167 

.0625 

.0491 

.7854 

if 

.240 

.188 

.0706 

.0554 

.8345 

9 

32 

19. 

64 

.269 

.211 

.0791 

.0621 

.8836 

.300 

.235 

.0881 

.0692 

.9327 

A 

.332 

.261 

.0977 

.0767 

.9818 

fi 

.366 

.288 

.1077 

.0846 

1.0308 

H 

.402 

.316 

.1182 

.0928 

1.0799 

23 

64 

.439 

.345 

.1292 

.1014 

1.1290 

3 

T 

.478 

.376 

.1406 

.1104 

1.1781 

25 

.519 

.407 

.1526 

.1198 

1.2272 

13. 

.561 

.441 

.1650 

.1296 

1.2763 

11 

64 

.605 

.475 

.1780 

.1398 

1.3254 

7 

16 

29 

.651 

.511 

.1914 

.1503 

1.3745 

.698 

.548 

.2053 

.1613 

1.4235 

6 4 

if 

n 

.747 

.587 

.2197 

.1726 

1.4726 

.798 

.627 

.2346 

.1843 

1.5217 

i 

.850 

.668 

.2500 

.1963 

1.5708 

h 

.904 

.710 

.2659 

.2088 

1.6199 

11 

.960 

.754 

.2822 

.2217 

1.6690 

3 2 

tt 

1.017 

.799 

.2991 

.2349 

1.7181 

















452 CAMBBIA STEEL. 


SQUARE AND ROUND BARS. 

(continued.) 


Thickness 

Weight 

Weight 

Area 

Area 

Circumference 

or Diameter 

of Bar 

of Bar 

of HH Bar 

of Bar 

of Bar 

in Inches. 

One Foot Long. 

One Foot Long. 

in Sq[. Inches. 

in Sq. Inches. 

in Inches. 

9 

16 

1.076 

.845 

.3164 

'.2485 

1.7672 

3 7 

64 

1.136 

.893 

.3342 

.2625 

1.8162 

19 

32 

1.199 

.941 

.3525 

.2769 

1.8653 

39 

64 

1.263 

.992 

.3713 

.2916 

1.9144 

5 

8 

1.328 

1.043 

.3906 

.3068 

1.9635 

41 

64 

1.395 

1.096 

.4104 

.3223 

2.0126 

21 

32 

1.464 

1.150 

.4307 

.3382 

2.0617 

43 

64 

1.535 

1.205 

.4514 

.3545 

2.1108 

11 

16 

1.607 

1.262 

.4727 

.3712 

2.1599 

45 

64 

1.681 

1.320 

.4944 

.3883 

2.2089 

23 

32 

1.756 

1.380 

.5166 

.4057 

2.2580 

4 7 

64 

1.834 

1.440 

.5393 

.4236 

2.3071 

3 

4 

1.913 

1.502 

.5625 

.4418 

2.3562 

13 

16 

2.245 

1.763 

.6602 

.5185 

2.5526 

7 

A 

2.603 

2.044 

.7656 

.6013 

2.7489 

15. 

16 

2.988 

2.347 

.8789 

.6903 

2.9453 

1 

3.400 

2.670 

1.0000 

.7854 

3.1416 

it 

3.838 

3.015 

1.1289 

.8866 

3.3380 

1 

8 

4.303 

3.380 

1.2656 

.9940 

3.5343 

JL 

16 

4.795 

3.766 

1.4102 

1.1075 

3.7306 

1 

4 

5.313 

4.172 

1.5625 

1.2272 

3.9270 

5 

16 

5.857 

4.600 

1.7227 

1.3530 

4.1234 

3 

8 

6.428 

5.049 

1.8906 

1.4849 

4.3197 

7 

16 

7.026 

5.518 

2.0664 

1.6230 

4.5161 

1 

2 

7.650 

6.008 

2.2500 

1.7671 

4.7124 

9 

16 

8.301 

6.519 

2.4414 

1.9175 

4.9088 

5 

8 

8.978 

7.051 

2.6406 

2.0739 

* 5.1051 

11 

16 

9.682 

7.604 

2.8477 

2.2365 

5.3015 

3 

4 

10.41 

8.178 

3.0625 

2.4053 

5.4978 

13 

nr 

11.17 

8.773 

3.2852 

2.5802 

5.6942 

7 

8 

11.95 

9.388 

3.5156 

2.7612 

5.8905 

15 

16 

12.76 

10.02 

3.7539 

2.9483 

6.0869 




















CAMBRIA STEEL. 453 

SQUARE AND ROUND BARS. 

(continued.) 


Thickness 

Weight 

Weight 

Area 

Area 

Circumference 

or Diameter 

of Bar 

of Bar 

of Hff ] Bar 

of ^ Bar 

of Bar 

in Inches. 

One Foot Long. 

One Foot Long. 

in Sq. Inches. 

in Sq. Inches. 

in Inches. 

2 

13.60 

10.68 

4.0000 

3.1416 

6.2832 

1 

1 6 

14.46 

11.36 

4.2539 

3.3410 

6.4796 

1 

8 

15.35 

12.06 

4.5156 

3.5466 

6.6759 

_3_ 

16 

16.27 

12.78 

4.7852 

3.7583 

6.8723 

1 

4 

17.21 

13.52 

5.0625 

3.9761 

7.0686 

5 

1 6 

18.18 

14.28 

5.3477 

4.2000 

7.2650 

3 

8 

19.18 

15.06 

5.6406 

4.4301 

7.4613 

7 

16 

20.20 

15.87 

5.9414 

4.6664 

7.6577 

1 

2 

21.25 

16.69 

6.2500 

4.9087 

7.8540 

9 

1 6 

22.33 

17.53 

6.5664 

5.1573 

8.0504 

5 

8 

23.43 

18.40 

6.8906 

5.4119 

8.2467 

ii 

16 

24.56 

19.29 

7.2227 

5.6727 

8.4431 

3 

4 

25.71 

20.19 

7.5625 

5.9396 

8.6394 

13. 

16 

26.90 

21.12 

7.9102 

6.2126 

8.8358 

7 

8 

28.10 

22.07 

8.2656 

6.4918 

9.0321 

15 

16 

29.34 

23.04 

8.6289 

6.7771 

9.2285 

3 

30.60 

24.03 

9.0000 

7.0686 

9.4248 

1 

1 6 

31.89 

25.05 

9.3789 

7.3662 

9.6212 

1 

3 

33.20 

26.08 

9.7656 

7.6699 

9.8175 

TS 

34.55 

27.13 

10.160 

7.9798 

10.014 

1 

35.92 

28.21 

10.563 

8.2958 

10.210 

5 

1 6 

37.31 

29.30 

10.973 

8.6179 

10.407 

3 

g 

38.73 

30.42 

11.391 

8.9462 

10.603 

7 

16 

40.18 

31.55 

11.816 

9.2806 

10.799 

1 

41.65 

32.71 

12.250 

9.6211 

10.996 

9 

43.15 

33.89 

12.691 

9.9678 

11.192 

5 

44.68 

35.09 

13.141 

10.321 

11.388 

ii 

T6 

46.23 

36.31 

13.598 

10.680 

11.585 

3. 

47.82 

37.55 

14.063 

11.045 

11.781 

tI 

49.42 

38.81 

14.535 

11.416 

11.977 

7 

8 

« ' 

51.05 

40.10 

15.016 

11.793 

12.174 

52.71 

41.40 

15.504 

12.177 

12.370 

















454 CAMBRIA STEEL. 


SQUARE AND ROUND BARS. 

(continued.) 


Thickness 

or Diameter 

in Inches. 

Weight 
of m Bar 
One Foot Long. 

Weight 

of Bar 

One Foot Long. 

Area 

of llH Bar 
in Sq. Inches. 

Area 

of ^ Bar 
in Sq. Inches. 

Circumference 

of Q Bar 
in Inches. 

4 

54.40 

42.73 

16.000 

12.566 

12.566 


56.11 

44.07 

16.504 

12.962 

12.763 

i 

57.85 

45.44 

17.016 

13.364 

12.959 

A 

59.62 

46.83 

17.535 

13.772 

13.155 

i 

61.41 

48.24 

18.063 

14.186 

13.352 

A 

63.23 

49.66 

18.598 

14.607 

13.548 

* 

65.08 

51.11 

19.141 

15.033 

13.745 

tV 

66.95 

52.58 

19.691 

15.466 

13.941 

h 

68.85 

54.07 

20.250 

15.904 

14.137 


70.78 

55.59 

20.816 

16.349 

14.334 

f 

72.73 

57.12 

21.391 

16.800 

14.530 

H 

74.71 

58.67 

21.973 

17.257 

14.726 

1 

4 

76.71 

60.25 

22.563 

17.721 

14.923 

H 

78.74 

61.85 

23.160 

18.190 

15.119 


80.80 

63.46 

23.766 

18.665 

15.315 


82.89 

65.10 

24.379 

19.147 

15.512 

5 

85.00 

66.76 

25.000 

19.635 

15.708 

A 

87.14 

68.44 

25.629 

20.129 

15.904 

i 

89.30 

70.14 

26.266 

20.629 

16.101 

A 

91.49 

71.86 

26.910 

21.135 

16.297 

i 

4 

93.71 

73.60 

27.563 

21.648 

16.493 

A 

95.96 

75.37 

28.223 

22.166 

16.690 


98.23 

77.15 

28.891 

22.691 

16.886 

iV 

100.5 

78.95 

29.566 

23.221 

17.082 

h 

102.9 

80.78 

30.250 

23.758 

17.279 

TS 

105.2 

82.62 

30.941 

24.301 

17.475 

5 l 

8 

107.6 

84.49 

31.641 

24.851 

17.672 

16 

110.0 

86.38 

32.348 

25.406 

17.868 

2 

4 

112.4 

88.29 

33.063 

25.967 

18.064 

H 

114.9 

90.22 

33.785 

26.535 

18.261 

f 

117.4 

92.17 

34.516 

27.109 

18.457 

If 

119.9 

94.14 

35.254 

27.688 

18.653 


















CAMBRIA STEEL. 


455 


SQUARE AND ROUND BARS. 


(continued.) 


Thickness 

Weight 

Weight 

Area 

Area 

Circumference 

or Diameter 

of |m| Bar 

of Bar 

of |m| Bar 

of ^ Bar 

of Bar 

in Inches. 

One Foot Long. 

One Foot Long. 

in Sq. Inches. 

in Sq. Inches. 

in Inches. 

6 

122.4 

96.13 

36.000 

28.274 

18.850 

A 

125.0 

98.15 

36.754 

28.867 

19.046 

i 

127.6 

100.2 

37.516 

29.465 

19.242 

A 

130.2 

102.2 

38.285 

30.069 

19.439 

1 

4 

132.8 

104.3 

39.063 

30.680 

19.635 

A 

135.5 

106.4 

39.848 

31.296 

19.831 

1 

8 

138.2 

108.5 

40.641 

31.919 

20.028 

A 

140.9 

110.7 

41.441 

32.548 

20.224 

h 

143.7 

112.8 

42.250 

33.183 

20.420 

A 

146.5 

115.0 

43.066 

33.824 

20.617 

9 

s 

149.2 

117.2 

43.891 

34.472 

20.813 

H 

152.1 

119.4 

44.723 

35.125 

21.009 

1 

4 

154.9 

121.7 

45.563 

35.785 

21.206 

H 

157.8 

123.9 

46.410 

36.451 

21.402 

i 

160.7 

126.2 

47.266 

37.122 

21.599 

H 

163.6 

128.5 

48.129 

37.800 

21.795 

7 

166.6 

130.8 

49.000 

38.485 

21.991 

A 

169.6 

133.2 

49.879 

39.175 

22.188 

£ 

172.6 

135.6 

50.766 

39.871 

22.384 

A 

175.6 

138.0 

51.660 

40.574 

22.580 

i 

4 

178.7 

140.4 

52.563 

41.283 

22.777 

A 

181.8 

142.8 

53.473 

41.997 

22.973 

3 

f 

184.9 

145.2 

54.391 

42.718 

23.169 

A 

188.1 

147.7 

55.316 

43.446 

23.366 

I 

191.3 

150.2 

56.250 

44.179 

23.562 

A 

194.5 

152.7 

57.191 

44.918 

23.758 

5 

3 

197.7 

155.3 

58.141 

45.664 

23.955 

u , 

16 

200.9 

157.8 

59.098 

46.415 

24.151 

1 

4 

204.2 

160.4 

60.063 

47.173 

24.347 

13. 

207.5 

163.0 

61.035 

47.937 

24.544 

7 

210.9 

165.6 

62.016 

48.707 

24.740 


214.2 

168.2 

63.004 

49.483 

24.936 




















456 CAMBRIA STEEL. 


SQUARE AND ROUND BARS. 

(continued.) 


Thickness 

Weight 

Weight 

Area 

Area 

Circumference 

or Diameter 

of ^ Bar 

of Bar 

of || Bar 

of Bar 

of Bar 

in Inches. 

One Foot Long. 

One Foot Long. 

in Sq. Inches. 

in Sq. Inches. 

in Inches. 

8 

217.6 

170.9 

64.000 

50.266 

25.133 

16 

221.0 

173.6 

65.004 

51.054 

25.329 

1 

8 

224.5 

176.3 

66.016 

51.849 

25.526 

3 

16 

227.9 

179.0 

67.035 

52.649 

25.722 

1 

4 

231.4 

181.8 

68.063 

53.456 

25.918 

5 

16 

234.9 

184.5 

69.098 

54.269 

26.115 

3 

8 

238.5 

187.3 

70.141 

55.088 

26.311 

7 

16 

242.1 

190.1 

71.191 

55.914 

26.507 

1 

2 

245.7 

192.9 

72.250 

56.745 

26.704 

9 

16 

249.3 

195.8 

73.316 

57.583 

26.900 

5 

8 

252.9 

198.6 

74.391 

58.426 

27.096 

11 

16 

256.6 

201.5 

75.473 

59.276 

27.293 

3 

4 

260.3 

204.4 

76.563 

60.132 

27.489 

13 

16 

264.0 

207.4 

77.660 

60.994 

27.685 

7 

8 

267.8 

210.3 

78.766 

61.863 

27.882 

15 

16 

271.6 

213.3 

79.879 

62.737 

28.078 

9 

275.4 

216.3 

81.000 

63.617 

28.274 

i 

16 

279.2 

219.3 

82.129 

64.504 

28.471 

1 

8 

283.1 

222.3 

83.266 

65.397 

28.667 

JL 

16 

287.0 

225.4 

84.410 

66.296 

28.863 

1 

4 

290.9 

228.5 

85.563 

67.201 

29.060 

_5_ 

16 

294.9 

231.6 

86.723 

68.112 

29.256 

3 

8 

298.8 

234.7 

87.891 

69.029 

29.453 

16 

302.8 

237.8 

89.066 

69.953 

29.649 

1 

2 

306.9 

241.0 

90.250 

70.882 

29.845 

9 

16 

310.9 

244.2 

91.441 

71.818 

30.042 

5 

8 

315.0 

247.4 

92.641 

72.760 

30.238 

11 

16 

319.1 

250.6 

93.848 

73.708 

30.434 

3 

4 

323.2 

253.8 

95.063 

74.662 

30.631 

13 

16 

327.4 

257.1 

96.285 

75.622 

30.827 

7 

8 

331.6 

260.4 

97.516 

76.589 

31.023 

15 

16 

335.8 

263.7 

98.754 

77.561 

31.220 

















CAMBRIA STEEL. 457 


SQUARE AND ROUND BARS. 

(concluded.) 


Thickness 

Weight 

Weight 

Area 

Area 

Circumferenoe 

or Diameter 

of Bar 

of Bar 

of PH Bar 

of Bar 

of Q Bar 

in Inches. 

One Foot Long. 

One Foot Long. 

in Sq. Inches. 

in Sq. Inches. 

in Inches. 

10 

340.0 

267.0 

100.00 

78.540 

31.416 

1 

16 

344.3 

270.4 

101.25 

79.525 

31.612 

i 

8 

348.6 

273.8 

102.52 

80.516 

31.809 

3 

16 

352.9 

277.1 

103.79 

81.513 

32.005 

1 

4 

357.2 

280.6 

105.06 

82.516 

32.201 

5 

1 6 

361.6 

284.0 

106.35 

83.525 

32.398 

3 

8 

366.0 

287.4 

107.64 

84.541 

32.594 

7 

16 

370.4 

290.9 

108.94 

85.563 

32.790 

1 

2 

374.9 

294.4 

110.25 

86.590 

32.987 

9 

16 

379.3 

297.9 

111.57 

87.624 

33.183 

5 

8 

383.8 

301.5 

112.89 

88.664 

33.380 

ii 

16 

388.4 

305.0 

114.22 

89.710 

33.576 

3 

4 

392.9 

308.6 

115.56 

90.763 

33.772 

13 

1 6 

397.5 

312.2 

116.91 

91.821 

33.969 

7 

8 

402.1 

315.8 

118.27 

92.886 

34.165 

15 

16 

406.7 

319.5 

119.63 

93.957 

34.361 

11 

411.4 

323.1 

121.00 

95.033 

34.558 

1 

1 6 

416.1 

326.8 

122.38 

96.116 

34.754 

1 

g 

420.8 

330.5 

123.77 

97.206 

34.950 

3 

16 

425.5 

334.3 

125.16 

98.301 

35.147 

JL 

430.3 

338.0 

126.56 

99.402 

35.343 

5 

435.1 

341.7 

127.97 

100.51 

35.539 

3 

g 

439.9 

345.5 

129.39 

101.62 

35.736 

7 

16 

444.8 

349.3 

130.82 

102.74 

35.932 

I 

449.7 

353.2 

132.25 

103.87 

36.128 

9 

454.6 

357.0 

133.69 

105.00 

36.325 

5 

459.5 

360.9 

135.14 

106.14 

36.521 

11 

16 

464.4 

364.8 

136.60 

107.28 

36.717 

3 

469.4 

368.7 

138.06 

108.43 

36.914 

13 

474.4 

372.6 

139.54 

109.59 

37.110 

7. 

479.5 

376.6 

141.02 

110.75 

37.307 

15 

1 A 

484.5 

380.5 

142.50 

111 . 92 ’ 

37.503 

















458 CAMBRIA STEEL. 


WEIGHTS OF SQUARE AND ROUND BARS PER 

RUNNING INCH. 

One cubic inch of steel weighs 0.2833 lb . 


Thiokness or 

Weight of 

Weight of 

Thickness or 

Weight of 

Weight of 

Diameter 

□ Bar 

O Bar 

Diameter 

□ Bar 

O Bar 

in Inches. 

One Inch Long. 

One Inch Long. 

in Inches. 

One Inch Long. 

One Inch Long. 




2 

1.13 

.89 

& 



A 

1.21 

.95 

£ 

A 

i 

4 



A 

' 1.28 

1.01 

.01 


3 

16 

1 

4 

1.36 

1.07 

.02 

.01 

1.43 

1.13 

A 

.03 

.02 

5 

16 

1.52 

1.19 

1 

.04 

.03 

3 

8 

1.60 

1.26 


.05 

.04 

7 

16 

1.68 

1.32 

£ 

.07 

.06 

1 

3 

1.77 

1.39 

A 

.09 

.07 

9 

16 

1.86 

1.46 

A 

8 

.11 

.09 

5 

8 

1.95 

1.54 

UL 

16 

.13 

.11 

11 

16 

2.05 

1.61 

1 

4 

.16 

.13 

3 

4 

2.14 

1.69 

H 

.19 

.15 

13 

1 6 

2.24 

1.76 

1 

.22 

.17 


2.34 

1.84 

tt 

.25 

.20 

15 

16 

2.44 

1.92 

1 

.28 

.22 

3 

2.55 

2.01 

T 1 ff 

.32 

.25 

16 

2.66 

2.09 

£ 

.36 

.28 

£ 

2.77 

2.18 

A 

.40 

.31 

3 

16 

2.88 

2.26 

£ 

.44 

.35 

I 

4 

2.99 

2.35 

A 

.49 

.38 

_5_ 

16 

3.11 

2.44 

£ 

.54 

.42 

3 

8 

3.23 

2.53 

A 

.58 

.46 

T6 

3.35 

2.63 

£ 

.64 

.50 

£ 

3.47 

2.73 

ire 

.69 

.54 

9 

16 

3.60 

2.82 

5 

i 

.75 

.59 

5 

8 

3.72 

2.92 

16 

.81 

.63 

11 

16 

3.85 

3.03 

1 

4 

.87 

.68 

3 

3.98 

3.13 

tt 

.94 

.73 

13 

To 

4.12 

3.23 

£ 

1.00 

.78 

7 

8 

4.25 

3.34 

H 

1.06 

.84 

15 

16 

4.39 

3.45 




















CAMBRIA STEEL. 459 


SQUARE AND ROUND BARS. 

(continued.) 


Thickness or 

Weight of 

Weight of 

Thickness or 

Weight of 

Weight of 

Diameter 

□ ^ 

O Bar 

Diameter 

□ Bar 

O Bar 

in Inches. 

One Inch Long. 

One Inch Long. 

in Inches. 

One Inch Long. 

One Inch Long. 

4 

4.53 

3.57 

6 

10.20 

8.01 

A 

4.68 

3.67 

i 

T6 

10.41 

8.18 

i 

4.82 

3.79 

1 

8 

10.63 

8.35 

A 

4.97 

3.90 

A 

10.85 

8.52 

1 

4 

5.12 

4.02 

i 

11.07 

8.69 

JL 

1 6 

5.27 

4.14 

JL. 

16 

11.29 

8.87 

3 

8 

5.42 

4.26 

1 

8 

11.51 

9.04 

7 

16 

5.58 

4.38 

7 

16 

11.74 

9.22 

1 

2 

5.74 

4.51 


11.97 

9.40 

A 

5.90 

4.63 

A 

12.20 

9.58 

f 

6.06 

4.76 

12.43 

9.77 

• 16 

6.23 

4.89 

tt 

12.67 

9.95 

3 

4 

6.39 

5.02 

i 

4 

12.91 

10.14 

2-2. 

1 6 

6.56 

5.15 

H 

13.15 

10.33 

$ * 

6.73 

5.29 

1 

13.39 

10.62 

« 

6.91 

5.42 

H 

13.64 

10.71 

5 

7.08 

5.56 

7 

13.88 

10.90 

A 

7.26 

5.70 

A 

14.13 

11.10 

i 

7.44 

5.84 

I 

14.38 

11.30 

A 

7.62 

5.99 

A 

14.64 

11.50 

i 

7.81 

6.13 

i 

4 

14.89 

11.70 

A 

8.00 

6.28 

5 

16 

15.15 

11.90 


8.19 

6.43 

1 

8 

15.41 

12.10 

A 

8.38 

6.58 

7 

16 

15.67 

12.31 

£ 

8.57 

6.73 

3 

15.94 

12.52 

_2_ 

8.77 

6.88 

A 

16.20 

12.73 

| 

8.96 

7.04 

5 

8 

16.47 

12.94 

11 

16 

9.16 

7.20 

tt 

16.74 

13.15 

3 

9.37 

7.36 

3 

4 

17.02 

13.36 

A 

9.57 

7.52 

1 6 

17.29 

13.58 

7 

a* 

9.78 

7.68 

1 

17.67 

13.80 

if 

9.99 

7.84 

17.85 

14.02 




















460 


CAMBRIA STEEL. 


SQUARE AND ROUND BARS. 

(continued.) 


Thickness or 

Weight of 

Weight of 

Thickness or 

Weight of 

Weight of 

Diameter 

| | Bar 

O Bar 

Diameter 

□ Bar 

O Bar 

in Inches. 

One Inch Long. 

One Inch Long. 

in Inches. 

One Inch Long. 

One Inch Long. 

8 

18.11 

14.24 

10 

28.33 

22.25 

i 

16 

18.42 

14.46 

1 

1 6 

. 28.69 

22.53 

1 

8 

18.70 

14.69 

i 

8 

29.04 

22.81 

3 

16 

18.99 

14.92 

3 

16 

29.41 

23.09 

1 

4 

19.28 

15.14 

1 

4 

29.77 

23.38 

5 

16 

19.58 

15.38 

5 

T6 

30.13 

23.66 

3 

8 

19.87 

15.61 

3 

8 

30.50 

23.95 

16 

20.17 

15.84 

7 

T6 

30.87 

24.24 

1 

2 

20.47 

16.08 

1 

2 

31.24 

24.53 

9 

16 

20.77 

16.31 

9 

16 

31.61 

24.82 

5 

8 

21.08 

16.55 

5 

8 

31.98 

25.12 

UL 

16 

21.38 

16.79 

ii 

16 

32.36 

25.42 

3 

4 

21.69 

17.04 

3 

4 

32.74 

25.71 

13 

16 

22.00 

17.28 

13 

16 

33.12 

26.01 

7 

8 

22.31 

17.53 

7 

8 

33.51 

26.32 

15 

16 

22.63 

17.77 

15 

16 

33.89 

26.62 

9 

22.95 

18.02 

11 * 

34.28 

26.92 

i 

16 

23.27 

18.27 

i 

16 

34.67 

27.23 

1 

8 

23.59 

18.53 

1 

8 

35.06 

27.54 

if 

23.91 

18.78 

3 

16 

35.46 

27.85 

1 

4 

24.24 

19.04 

1 

4 

35.86 

28.16 

5 

T6 

24.57 

19.30 

5 

16 

36.26 

28.48 

3 

8 

24.90 

19.56 

3 

8 

36.66 

28.79 

7 

16 

25.23 

19.82 

7 

16 

37.06 

29.11 

1 

2 

25.57 

20.08 

1 

2 

37.47 

29.43 

9 

16 

25.91 

20.35 

9 

16 

37.88 

29.75 

5 

8 

26.25 

20.61 

5 

8 

38.29 

30.07 

H 

26.59 

20.88 

11 

16 

38.70 

30.39 

3 

4 

26.93 

21.15 

3 

4 

39.12 

30.72 

JJi 

16 

27.28 

21.42 

u. 

16 

39.53 

31.04 

1 

8 

27.63 

21.70 

7 

8 

39.95 

31.38 

if 

27.98 

21.97 

1 5 

16 

40.37 

31.71 

















CAMBKIA STEEL. 


461 


SQUARE AND ROUND BARS. 

(continued.) 


Thickness or 

Weight of 

Weight of 

Thickness or 

Weight of 

Weight of 

Diameter 

| | Bar 

O Bar 

Diameter 

□ Bar 

O Bar 

in Inches. 

One Inch Long. 

One Inch Long. 

in Inches. 

One Inch Long. 

One Inch Long. 

12 

40.80 

32.04 

16 

72.53 

56.96 

i 

8 

41.65 

32.71 

i 

8 

73.67 

57.86 

1 

4 

42.52 

33.39 

1 

4 

74.81 

58.76 

1 

8 

43.39 

34.08 

3 

8 

75.97 

59.66 

1 

2 

44.27 

34.77 

1 

2 

77.13 

60.58 

5 

8 

45.16 

35.47 

5 

8 

78.31 

61.50 

3 

4 

46.06 

36.17 

3 

4 

79.49 

62.43 

7 

8 

46.96 

36.88 

7 

8 

80.68 

63.36 

13 

47.88 

37.60 

17 

81.88 

64.30 

1 

8 

48.81 

38.33 

8 

83.09 

65.25 

i 

4 

49.74 

39.06 

1 

4 

84.30 

66.21 

3 

8 

50.68 

39.80 

3 

8 

85.53 

67.17 

1 

2 

51.63 

40.55 

1 

2 

86.77 

68.14 

5 

8 

52.59 

41.31 

5 

8 

88.01 

69.12 

3 

4 

53.56 

42.07 

3 

4 

89.26 

70.10 

7 

8 

54.54 

42.84 

7 

8 

90.52 

71.09 

14 

55.53 

43.62 

18 

91.79 

72.09 

1 

8 

56.53 

44.39 

i 

8 

93.07 

73.10 

1 

4 

57.53 

45.18 

X 

4 

94.36 

74.11 

3 

8 

58.54 

45.98 

3 

8 

95.66 

75.13 

1 

2 

59.57 

46.78 

1 

2 

96.96 

76.15 

5 

g 

60.60 

47.59 

5 

8 

98.28 

77.19 

3 

4 

61.64 

48.41 

3 

4 

99.60 

78.22 

7 

8 

62.69 

49.23 

7 

8 

100.94 

79.27 

15 

63.75 

50.06 

19 

102.28 

80.32 

1 

3 

64.81 

50.90 

1 

8 

103.63 

81.39 

1 

4 

65.89 

51.75 

1 

4 

104.99 

82.45 

3 

8 

66.97 

52.60 

3 

8 

106.35 

83.53 

1 

2 

5 

68.07 

53.46 

1 

2 

107.73 

84.61 

69.17 

54.32 

5 

8 

109.12 

85.70 

i 

70.28 

55.20 

3 

4 

110.51 

86.79 

7 

8 

71.40 

56.08 

7 

8 

111.91 

87.89 

















462 CAMBRIA STEEL. 


SQUARE AND ROUND BARS. 

(continued.) 


Thickness or 
Diameter 
in Inches. 

Weight of 
□ Bar 

One Inch Long. 

Weight of 

O B&r 

One Inch Long. 

Thickness or 
Diameter 
in Inches. 

Weight of 
□ Bar 

One Inch Long. 

Weight of 
OBar 

One Inch Long. 

20 

113.33 

89.00 

24 

163.19 

128.16 

i 

114.75 

90.12 

i 

264.89 

129.50 

i 

116.18 

91.24 

i 

166.61 

130.85 

t 

117.62 

92.37 

t 

168.33 

132.20 

\ 

119.06 

93.51 

h 

170.06 

133.57 

i 

120.52 

94.65 

I 

171.80 

134.93 

1 

4 

121.98 

95.80 


173.55 

136.30 

T 

1 

123.46 

96.96 

¥ 

175.31 

137.68 

21 

124.94 

98.13 

25 

177.07 

139.07 

i 

126.43 

99.30 

i 

178.85 

140.46 

i 

127.93 

100.48 

I 

4 

180.63 

141.86 

3 

¥ 

129.44 

101.66 

i 

8 

182.42 

143.27 


130.96 

102.85 

$ 

184.23 

144.68 

5 

¥ 

132.49 

104.05 

t 

186.04 

146.11 


134.03 

105.26 

1 

4 

187.86 

147.54 


136.57 

106.47 

i 

189.68 

148.97 

22 

137.12 

107.69 

26 

191.52 

150.41 

* 

138.69 

108.92 

i 

193.37 

151.86 

i 

140.26 

110.15 


195.22 

153.32 

* 

141.84 

111.40 

I 

197.09 

154.78 

* 

143.43 

112.64 

h 

198.96 

156.25 

1 

145.03 

113.90 

5 

8 

200.84 

157.73 

i 

146.63 

115.16 

1 

4 

202.73 

159.22 

l 

148.25 

116.43 

7 

¥ 

204.63 

160.71 

23 

149.88 

117.71 

27 

206.54 

162.21 

i 

151.51 

118.99 

i 

208.45 

163.71 

i 

153.15 

120.28 

i 

4 

210.38 

165.22 

! 

154.81 

121.58 

3 

8 

212.31 

166.74 


156.46 

122.88 

\ 

214.26 

168.27 

i 

158.13 

124.19 

5 

8 

216.21 

169.80 

i 

169.81 

125.51 

1 

4 

218.17 

171.34 

T 

1 

161.49 

126.83 

7 

I 

220.14 

172.89 

















CAMBRIA STEEL. 463 

SQUARE AND ROUND BARS. 

(continued.) 


Thiokness or 
Diameter 
in Inches. 

Weight of 
□ Bar 

One Inch Long. 

Weight of 

O Bar 

One Inch Long. 

28 

222.12 

174.44 

i 

224.11 

176.01 

1 

226.10 

177.57 

1 

228.11 

179.15 

* 

230.12 

180.73 

I 

232.15 

182.32 

f 

234.18 

183.91 

f 

236.22 

185.52 

29 

238.27 

187.13 

i 

240.33 

188.74 

i 

242.39 

190.37 

f 

244.47 

192.00 

\ 

246.56 

193.64 

t 

248.65 

195.28 

i 

250.75 

196.93 

s 

252.86 

198.59 

30 

254.98 

200.25 

i 

257.11 

201.93 

X 

4 

259.25 

203.61 

f 

261.40 

205.29 

* 

263.55 

206.99 

5 

265.72 

208.69 

3 

4 

267.89 

210.39 

7 

8 

270.07 

212.11 

31 

272.27 

213.83 

1 

274.47 

215.56 

I 

4 

276.68 

217.29 

3 

8 

278.89 

219.03 

i 

281.12 

220.78 

S 

8 

283.36 

222.54 

1 

4 

285.60 

224.30 

i 

287.85 

226.07 


Thickness or 

Weight of 

Weight of 

Diameter 

□ Bar 

O B ‘ r 

in Inches. 

One Inch Long. 

One Inch Long. 

32 

290.11 

227.85 

1 

8 

292.39 

229.63 

X 

4 

294.67 

231.42 

3 

8 

296.95 

233.22 

1 

2 

299.25 

235.02 

5 

8 

301.56 

236.83 

X 

4 

303.87 

238.65 

i 

8 

306.20 

240.48 

33 

308.53 

242.31 

\ 

310.87 

244.15 

X 

4 

313.22 

245.99 

3 

8 

315.58 

247.85 

1 

2 

317.95 

249.71 

X 

8 

320.33 

251.57 

3 

4 

322.71 

253.45 

7 

8 

325.11 

255.33 

34 

327.51 

257.22 

1 

8 

329.93 

259.11 

X 

4 

332.35 

261.01 

3 

8 

334.78 

262.92 

1 

O 

337.22 

264.84 

5 

8 

339.66 

266.76 

3 

4 

342.12 

268.69 

7 

8 

344.59 

270.63 

35 

347.06 

272.57 

8 

349.54 

274.52 

X 

4 

352.04 

276.48 

3 

8 

354.54 

278.44 

* 

357.05 

280.41 

5 

8 

359.57 

282.39 

3 

4 

362.09 

284.38 

7 

I 

364.63 

286.37 




















464 CAMBRIA STEEL. 


WEIGHTS OF CIRCULAR STEEL PLATES. 

POUNDS. 

Diameters 35 to 134 ins.; Thicknesses to 1 inch. 


Diameter in 

Thickness, Inches 

Inches 

8 

1 

5 

3 

rt 

i 

1 

9 


T 6 

4 

1 6 

8 

1 6 

2 

1 6 

35 

51.1 

68.1 

85.2 

102.2 

119.3 

136.3 

153.3 

36 

54.1 

72.1 

90.1 

108.1 

126.2 

144.2 

162.2 

37 

57.1 

76.2 

95.2 

114.2 

133.3 

152.3 

171.4 

38 

60.2 

80.3 

100.4 

120.5 

' 140.6 

160.7 

180.7 

39 

63.5 

84.6 

105.8 

126.9 

148.1 

169.2 

190.4 

40 

66.8 

89.0 

111.3 

133.5 

155.8 

178.0 

200.3 

41 

70.1 

93.5 

116.9 

140.3 

163.7 

187.0 

210.4 

42 

73.6 

98.1 

122.7 

147.2 

171.7 

196.3 

220.8 

43 

77.1 

102.9 

128.6 

154.3 

180 0 

205.7 

231.4 

44 

80.8 

107.7 

134.6 

161.6 

188.5 

215.4 

242.3 

45 

84.5 

112.6 

140.8 

169.0 

197.1 

225.3 

253.5 

46 

88.3 

117.7 

147.1 

176.6 

206.0 

235.4 

264.9 

47 

92.2 

122.9 

153.6 

184.3 

215.1 

245.8 

276.5 

48 

96.1 

128.2 

160.2 

192.3 

224.3 

256.4 

288.4 

49 

100.2 

133.6 

167.0 

200.4 

233.8 

267.1 

300.5 

50 

104.3 

139.1 

173.9 

208.6 

243.4 

278.2 

312.9 

51 

108.5 

144.7 

180.9 

217.0 

253.2 

289.4 

325.6 

52 

112.8 

150.4 

188.0 

225.6 

263.3 

300.9 

338.5 

53 

117.2 

156.3 

195.3 

234.4 

273.5 

312.5 

351.6 

54 

121.7 

162.2 

202.8 

243.3 

283.9 

324.4 

365.0 

55 

126.2 

168.3 

210.4 

252.4 

294.5 

336.6 

378.6 

56 

130.8 

174.5 

218.1 

261.7 

305.3 

348.9 

392.5 

57 

135.6 

180.7 

225.9 

271.1 

316.3 

361.5 

406.7 

58 

140.4 

187.1 

233.9 

280.7 

327.5 

374.3 

421.1 

59 

145.2 

193.7 

242.1 

290.5 

338.9 

387.3 

435.7 

60 

150.2 

200.3 

250.3 

300.4 

350.5 

400.6 

450.6 

61 

155.3 

207.0 

258.8 

310.5 

362.3 

414.0 

465.8 

62 

160.4 

213.9 

267.3 

320.8 

374.2 

427.7 

481.2 

63 

165.6 

220.8 

276.0 

331.2 

386.4 

441.6 

496.8 

64 ] 

170.9 

227.9 

284.8 

341.8 

398.8 

455.7 

512.7 

65 

176.3 

235.0 

293.8 

352.6 

411.3 

470.1 

528.9 

66 

181.8 

242.3 

302.9 

363.5 

424.1 

484.7 

545.3 

67 

187.3 

249.7 

312.2 

374.6 

437.0 

499.5 

561.9 

68 

192.9 

257.2 

321.6 

385.9 

450.2 

514.5 

578.8 

69 

198.6 

264.9 

331.1 

397.3 

463.5 

529.7 

595.9 

70 

204.4 

272.6 

340.7 

408.9 

477.0 

545.2 

613.3 

71 

210.3 

280.4 

350.6 

420.7 

490.8 

560.9 

631.0 

72 

216.3 

288.4 

360.5 

432.6 

504.7 

576.8 

648.9 

73 

222.3 

296.5 

370.6 

444.7 

518.8 

592.9 

667.0 

74 ] 

228.5 

304.6 

380.8 

457.0 

533.1 

609.3 

685.4 

75 

234.7 

312.9 

391.2 

469.4 

547.6 

625.9 

704.1 

76 

241.0 

321.3 

401.7 

482.0 

562.3 

642.7 

723.0 

77 

247.4 

329.8 

412.3 

494.8 

577.2 

659.7 

742.1 

78 

253.9 

338.5 

423.1 

507.7 

592.3 

676.9 

761.6 

79 

260.4 

347.2 

434.0 

520.8 

607.6 

694.4 

781.2 

80 ] 

267.0 

356.0 

445.1 

534.1 

623.1 

712.1 

801.1 

81 

273.8 

365.0 

456.3 

547.5 

638.8 

730.0 

821.3 

82 

280.6 

374.1 

467.6 

561.1 

654.6 

748.1 

841.7 

83 

287.4 

383.3 

479.1 

574.9 

670.7 

766.5 

862.3 

84 

294.4 

392.5 

490.7 

588.8 

686.9 

785.1 

883.2 
































CAMBRIA STEEL . 


465 


WEIGHTS OF CIRCULAR STEEL PLATES. 




POUNDS. 





Diameters 35 to 134 ins.; Thicknesses A to 1 inch. 

1 O 


Thickness, Inches 

Diamater in 

5 

1 1 

3 

1 3 

'*7 

1 5 



¥ 

T6 

T 

1 6 

i 

TTT 

1 

Inches 

170.4 

187.4 

204.4 

221.5 

238.6 

255.6 

272.6 

35 

180.2 

198.3 

216.3 

234.3 

252.4 

270.3 

288.3 

36 

190.4 

209.4 

228.3 

247.5 

266.6 

285.6 

304.6 

37 

200.8 

220.9 

241.0 

261.0 

281.2 

301.2 

321.3 

38 

211.5 

232.7 

253.9 

275.0 

296.2 

317.3 

338.4 

39 

222.5 

244.8 

267.0 

289.3 

311.6 

333.8 

356.0 

40 

233.8 

257.2 

280.6 

303.9 

327.5 

350.7 

374.1 

41 

245.3 

269.9 

294.4 

318.9 

343.4 

368.0 

392.5 

42 

257.2 

282.9 

308.6 

334.3 

360.0 

385.8 

411.5 

43 

269.3 

296.2 

323.1 

350.1 

377.0 

403.9 

430.9 

44 

281.6 

309.8 

338.0 

366.1 

394.3 

422.4 

450.6 

45 

294.3 

323.7 

353.2 

382.6 

412.1 

441.4 

470.9 

46 

307.2 

338.0 

368.7 

399.4 

430.2 

460.8 

491.5 

47 

320.4 

352.5 

384.5 

416.5 

448.6 

480.6 

512.7 

48 

333.9 

367.3 

400.7 

434.1 

467.6 

500.9 

534.3 

49 

347.7 

382.5 

417.2 

452.0 

486.8 

521.6 

556.3 

50 

361.7 

397.9 

434.1 

470.2 

506.4 

542.6 

578.7 

51 

376.1 

413.7 

451.3 

488.9 

526.6 

564.1 

601.7 

52 

390.7 

429.7 

468.8 

507.9 

547.0 

586.0 

625.1 

53 

405.6 

446.1 

486.7 

527.3 

567.8 

608.4 

648.9 

54 

420.7 

462.8 

504.9 

546.9 

589.0 

631.1 

673.2 

55 

436.2 

479.8 

523.4 

567.0 

610.7 

654.3 

697.9 

56 

451.9 

497.1 

542.2 

587.4 

632.6 

677.8 

723.0 

57 

467.9 

514.7 

561.4 

608.2 

655.0 

701.8 

748.6 

58 

484.1 

532.6 

581.0 

629.4 

677.8 

726.2 

774.7 

59 

500.7 

550.8 

600.8 

650.9 

701.0 

751.0 

801.1 

60 

517.5 

569.3 

621.0 

672.8 

724.5 

776.3 

828.1 

61 

534.6 

588.1 

641.6 

695.1 

758.5 

800.9 

855.4 

62 

552.0 

607.2 

662.4 

717.6 

772.8 

828.0 

883.2 

63 

569.7 

626.6 

683.6 

740.6 

797.6 

854.5 

911.4 

64 

587.6 

646.4 

705.1 

763.9 

822.6 

881.4 

940.2 

65 

605.8 

666.4 

727.0 

787.6 

848.1 

908.7 

969.3 

66 

624.3 

686.8 

749.2 

811.6 

874.0 

936.5 

999.0 

67 

643.1 

707.4 

771.7 

836.0 

900.3 

964.7 

1029 

68 

662.2 

728.4 

794.6 

860.8 

927.1 

993.3 

1060 

69 

681.5 

749.6 

817.8 

885.9 

954.1 

1023 

1091 

70 

701.1 

771.2 

841.3 

919.4 

985.5 

1052 

1122 

71 

721.0 

793.1 

865.2 

937.3 

1010 

1082 

1154 

72 

741.2 

815.3 

889.4 

963.5 

1038 

1112 

1186 

73 

761.6 

837.8 

913.9 

990.0 

1066 

1143 

1219 

74 

782.3 

860.6 

938.8 

1017 

1096 

1174 

1252 

75 

803.3 

883.7 

964.0 

1045 

1125 

1205 

1286 

76 

824.6 

907.1 

989.5 

1072 

1155 

1237 

1320 

77 

846.2 

930.8 

1015 

1100 

1185 

1270 

1354 

78 

868.0 

954.8 

1042 

1129 

1216 

1302 

1389 

79 

890.1 

979.1 

1068 

1158 

1247 

1336 

1425 

80 

912.5 

1004 

1095 

1187 

1278 

1369 

1460 

81 

935.2 

1029 

1122 

1216 

1310 

1403 

1497 

82 

958.1 

1054 

1150 

1246 

1342 

1438 

1533 

83 

981.4 

1080 

1178 

1276 

1374 

1472 

1571 

84 

































466 CAMBRIA STEEL. 


WEIGHTS OF CIRCULAR STEEL PLATES. 

POUNDS. 

Diameters 35 to 134 ins.; Thicknesses ^ to 1 inch. 


Diameter in Thickness, Inches 


Inches 

3 

T 6 

T 

TT 

"5 

" S ' 

7 - 

1 TT 

1 

T 

9 

TT 

85 

301.5 

401.9 

502.4 

602.9 

703.4 

803.9 

904.4 

86 

308.6 

411.5 

514.3 

617.2 

720.0 

822.9 

925.8 

87 

315.8 

421.1 

526.4 

631.6 

736.9 

842.2 

947.4 

88 

323.1 

430.8 

538.5 

646.2 

. 753.9 

861.6 

969.3 

89 

330.5 

440.7 

550.8 

661.0 

771.2 

881.3 

991.5 

90 

338.0 

450.6 

563.3 

675.9 

788.6 

901.2 

1014 

91 

345.5 

460.7 

575.9 

691.0 

806.2 

921.4 

1037 

92 

353.2 

470.9 

588.6 

706.3 

824.0 

941.7 

1060 

93 

360.9 

481.2 

601.5 

721.7 

842.0 

962.3 

1083 

94 

368.7 

491.6 

614.5 

737.4 

860.2 

983.1 

1106 

95 

376.6 

502.1 

627.6 

753.1 

878.6 

1004 

1130 

96 

384.5 

512.7 

640.9 

769.1 

897.2 

1025 

1154 

97 

392.6 

523.4 

654.3 

785.2 

916.0 

1047 

1178 

98 

400.7 

534.3 

667.9 

801.4 

935.0 

1069 

1202 

99 

408.9 

545.3 

681.6 

817.9 

954.2 

1091 

1227 

100 

417.2 

556.3 

695.4 

834.5 

973.6 

1113 

1252 

101 

425.6 

567.5 

709.4 

851.3 

993.1 

1135 

1277 

102 

434.1 

578.8 

723.5 

868.2 

1013 

1158 

1302 

103 

442.7 

590.2 

737.8 

885.3 

1033 

1180 

1328 

104 

451.3 

601.7 

752.1 

902.6 

1053 

1203 

1354 

105 

460.0 

613.3 

766.7 

920.0 

1073 

1227 

1380 

106 

468.8 

625.1 

781.4 

937.6 

1094 

1250 

1406 

107 

477.7 

636.9 

796.2 

955.4 

1115 

1274 

1433 

108 

486.7 

648.9 

811.1 

973.3 

1136 

1298 

1460 

109 

495.7 

661.0 

826.2 

991.5 

1157 

1322 

1487 

110 

504.9 

673.2 

841.4 

1010 

1178 

1346 

1515 

111 

514.1 

685.4 

856.8 

1028 

1200 

1371 

1542 

112 

523.4 

697.9 

872.3 

1047 

1221 

1396 

1570 

113 

532.8 

710.4 

888.0 

1066 

1243 

1421 

1598 

114 

542.2 

723.0 

903.7 

1085 

1265 

1446 

1627 

115 

551.8 

735.7 

919.7 

1104 

1288 

1472 

1655 

116 

561.4 

748.6 

935.7 

1123 

1310 

1497 

1684 

117 

571.2 

761.6 

951.9 

1142 

1333 

1523 

1714 • 

118 

581.0 

774.6 

968.3 

1162 

1356 

1549 

1743 

119 

590.9 

787.8 

984.8 

1182 

1379 

1576 

1773 

120 

600.8 

801.1 

1001 

1202 

1402 

1602 

1803 

121 

610.9 

814.5 

1018 

1222 

1425 

1629 

1833 

122 

621.0 

828.0 

1035 

1242 

1449 

1656 

1863 

123 

631.2 

841.7 

1052 

1263 

1473 

1683 

1894 

124 

641.6 

855.4 

1069 

1283 

1497 

1711 

1925 

125 

651.9 

869.3 

1087 

1304 

1521 

1739 

1956 

126 

662.4 

883.2 

1104 

1325 

1546 

1766 

1987 

127 

673.0 

897.3 

1122 

1346 

1570 

1795 

2019 

128 

683.6 

911.5 

1139 

1367 

1595 

1823 

2051 

129 

694.3 

925.8 

1157 

1389 

1620 

1852 

2083 

130 

705.1 

940.2 

1175 

1410 

1645 

1880 

2115 

131 

716.0 

954.7 

1193 

1432 

1671 

1909 

2148 

132 

727.0 

969.3 

1212 

1454 

1696 

1939 

2181 

133 

738.1 

984.1 

1230 

1476 

1722 

1968 

2214 

134 

749.2 

998.9 1249 

1498 

1748 

1998 

2248 





























CAMBRIA STEEL. 


467 


WEIGHTS OF CIRCULAR STEEL PLATES. 

POUNDS. 

Diameters 35 to 134 ins.; Thicknesses to 1 inch. 


Thickness, Inches 

Diameter in 
Inches 

5 

8 

1 1 
T¥ 

S 

T 

1 s 

T7T 

4 

8 

1 5 
. TIT 

1 

1005 

1105 

1206 

1307 

1407 

1509 

1608 

85 

1029 

1132 

1234 

1338 

1441 

1543 

1646 

86 

1053 

1158 

1263 

1369 

1474 

1580 

1685 

87 

1077 

1185 

1293 

1400 

1508 

1616 

1724 

88 

1102 

1212 

1322 

1433 

1543 

1653 

1763 

89 

1127 

1239 

1352 

1465 

1577 

1690 

1803 

90 

1152 

1267 

1382 

1498 

1613 

1728 

1843 

91 

1177 

1295 

1413 

1531 

1648 

1766 

1884 

92 

1203 

1323 

1444 

1564 

1684 

1804 

1925 

93 

1229 

1352 

1475 

1598 

1721 

1843 

1967 

94 

1255 

1381 

1506 

1632 

1757 

1883 

2008 

95 

1282 

1410 

1538 

1666 

1795 

1923 

2051 

96 

1309 

1440 

1570 

1701 

1832 

1963 

2094 

97 

1336 

1469 

1603 

1737 

1870 

2004 

2137 

98 

1363 

1499 

1636 

1772 

1908 

2045 

2181 

99 

1391 

1530 

1669 

1808 

1947 

2086 

2225 

100 

1419 

1561 

1703 

1844 

1986 

2128 

2270 

101 

1447 

1592 

1736 

1881 

2026 

2171 

2315 

102 

1476 

1623 

1771 

1918 

2066 

2213 

2361 

103 

1504 

1655 

1805 

1956 

2106 

2256 

2407 

104 

1533 

1687 

1840 

1993 

2147 

2300 

2453 

105 

1563 

1719 

1875 

2032 

2188 

2344 

2500 

106 

1592 

1752 

1911 

2070 

2229 

2389 

2548 

107 

1622 

1785 

1947 

2109 

2271 

2433 

2596 

108 

1652 

1818 

1983 

2148 

2313 

2479 

2644 

109 

1683 

1851 

2020 

2188 

2356 

2524 

2693 

110 

1714 

1885 

2056 

2228 

2399 

2570 

2742 

111 

1745 

1919 

2094 

2268 

2443 

2617 

2791 

112 

1776 

1954 

2131 

2309 

2486 

2664 

2842 

113 

1808 

1988 

2169 

2350 

2531 

2711 

2892 

114 

1839 

2023 

2207 

2391 

2575 

2759 

2943 

115 

1872 

2059 

2246 

2433 

2620 

2807 

2994 

116 

1904 

2094 

2285 

2475 

2665 

2856 

3046 

117 

1937 

2130 

2324 

2518 

2711 

2905 

3099 

118 

1970 

2167 

2363 

2560 

2757 

2954 

3151 

119 

2003 

2203 

2403 

2604 

2804 

3004 

3204 

120 

2036 

2240 

2444 

2647 

2851 

3054 

3258 

121 

2070 

2277 

2484 

2691 

2898 

3105 

3312 

122 

2104 

2315 

2525 

2735 

2946 

3156 

3367 

123 

2139 

2352 

2566 

2780 

2994 

3208 

3422 

124 

2173 

2391 

2608 

2825 

3042 

3260 

3477 

125 

2208 

2429 

2650 

2871 

3091 

3312 

3533 

126 

2243 

2468 

2692 

2916 

3141 

3365 

3589 

127 

2279 

2507 

2734 

2962 

3190 

3418 

3646 

128 

2314 

2546 

2777 

3009 

3240 

3472 

3703 

129 

2351 

2586 

2821 

3056 

3291 

3526 

3761 

130 

2387 

2625 

2864 

3103 

3342 

3580 

3819 

131 

2423 

2666 

2908 

3150 

3393 

3635 

3877 

132 

2460 

2706 

2952 

3198 

3444 

3690 

3936 

133 

2497 

2747 

2997 

3247 

3496 

3746 

3996 

134 



























468 


CAMBRIA STEEL. 


AREAS OF FLAT ROLLED STEEL BARS. 

* 

For Thicknesses from in. to 2 in. and Widths from 1 in. to 12* in. 


Thickness 










1" 

ii" 

a 4 

ii" 

■*•2 

13 n 

J -4 

2" 

2j" 

2 

2f" 

12" 

in Inches. 







1 

16 

.063 

.078 

.094 

.109 

.125 

.141 

.156 

.172 

. .750 

i 

8 

.125 

.156 

.188 

.219 

.250 

.281' 

.313 

.344 

1.50 

3 

16 

.188 

.234 

.281 

.328 

.375 

.422 

.469 

.516 

2.25 

4 

.250 

.313 

.375 

.438 

.500 

.563 

.625 

.688 

3.00 

A 

.313 

.391 

.469 

.547 

.625 

.703 

.781 

.859 

3.75 

3 

8 

.375 

.469 

.563 

.656 

.750 

.844 

.938 

1.03 

4.50 

7 

T6 

.438 

.547 

.656 

.766 

.875 

.984 

1.09 

1.20 

5.25 

1 

2 

.500 

.625 

.750 

.875 

1.00 

1.13 

1.25 

1.38 

6.00 

9 

16 

.563 

.703 

.844 

.984 

1.13 

1.27 

1.41 

1.55 

6.75 

5 

8 

.625 

.781 

.938 

1.09 

1.25 

1.41 

1.56 

1.72 

7.50 

H 

.688 

.859 

1.03 

1.20 

1.38 

1.55 

1.72 

1.89 

8.25 

2 

4 

.750 

.938 

1.13 

1.31 

1.50 

1.69 

1.88 

2.06 

9.00 

12 

16 

.813 

1.02 

1.22 

1.42 

1.63 

1.83 

2.03 

2.23 

9.75 

7 

8 

.875 

1.09 

1.31 

1.53 

1.75 

1.97 

2.19 

2.41 

10.50 

15 

16 

.938 

1.17 

1.41 

1.64 

1.88 

2.11 

2.34 

2.58 

11.25 

1 

1.00 

1.25 

1.50 

1.75 

2.00 

2.25 

2.50 

2.75 

12.00 

1* 

1.06 

1.33 

1.59 

1.86 

2.13 

2.39 

2.66 

2.92 

12.75 

1 1 

1.13 

1.41 

1.69 

1.97 

2.25 

2.53 

2.81 

3.09 

13.50 


1.19 

1.48 

1.78 

2.08 

2.38 

2.67 

2.97 

3.27 

14.25 

1 i 

A 4 

1.25 

1.56 

1.88 

2.19 

2.50 

2.81 

3.13 

3.44 

15.00 

1 5 

1T6 

1.31 

1.64 

1.97 

2.30 

2.63 

2.95 

3.28 

3.61 

15.75 

1 8 

1.38 

1.72 

2.06 

2.41 

2.75 

3.09 

3.44 

3.78 

16.50 

1JL 

A 1 6 

1.44 

1.80 

2.16 

2.52 

2.88 

3.23 

3.59 

3.95 

17.25 

1 I 

1 2 

1.50 

1.88 

2.25 

2.63 

3.00 

3.38 

3.75 

4.13 

18.00 

1 JL 

A 16 

1.56 

1.95 

2.34 

2.73 

3.13 

3.52 

3.91 

4.30 

18.75 

1 5 

I 8 

1.63 

2.03 

2.44 

2.84 

3.25 

3.66 

4.06 

4.47 

19.50 

111 

l 16 

1.69 

2.11 

2.53 

2.95 

3.38 

3.80 

4.22 

4.64 

20.25 

If 

1.75 

2.19 

2.63 

3.06 

3.50 

3.94 

4.38 

4.81 

21.00 

ut 

1.81 

2.27 

2.72 

3.17 

3.63 

4.08 

4.53 

4.98 

21.75 

i i 

A 8 

1.88 

2.34 

2.81 

3.28 

3.75 

4.22 

4.69 

5.16 

22.50 

115 . 

1 16 

1.94 

2.42 

2.91 

3.39 

3.88 

4.36 

4.84 

5.33 

23.25 

2 

2.00 

2.50 

3.00 

3.50 

4.00 

4.50 

5.00 

5.50 

24.00 























CAMBRIA STEEL. 469 


AREAS OF FLAT ROLLED STEEL BARS. 

(continued.) 


Thickness 

in Inches. 

3" 

3£" 

3^" 

3|" 

4" 

4i" 

41" 
■* 2 

4.3" 

12" 

1 

1 6 

.188 

.203 

.219 

.234 

.250 

.266 

.281 

.297 

.750 

1 

8 

.375 

.406 

.438 

.469 

.500 

.531 

.563 

.594 

1.50 

3 

1 6 

.563 

.609 

.656 

.703 

.750 

.797 

.844 

.891 

2.25 

i 

4 

.750 

.813 

.875 

.938 

1.00 

1.06 

1.13 

1.19 

3.00 

5 

16 

.938 

1.02 

1.09 

1.17 

1.25 

1.33 

1.41 

1.48 

3.75 

3 

8 

1.13 

1.22 

1.31 

1.41 

1.50 

1.59 

1.69 

1.78 

4.50 

7 

16 

1.31 

1.42 

1.53 

1.64 

1.75 

1.86 

1.97 

2.08 

5.25 

1 

2 

1.50 

1.63 

1.75 

1.88 

2.00 

2.13 

2.25 

2.38 

6.00 

9 

16 

1.69 

1.83 

1.97 

2.11 

2.25 

2.39 

2.53 

2.67 

6.75 

5 

8 

1.88 

2.03 

2.19 

2.34 

2.50 

2.66 

2.81 

2.97 

7.50 

11 

1 6 

2.06 

2.23 

2.41 

2.58 

2.75 

2.92 

3.09 

3.27 

8.25 

3 

4 

2.25 

2.44 

2.63 

2.81 

3.00 

3.19 

3.38 

3.56 

9.00 

13 

16 

2.44 

2.64 

2.84 

3.05 

3.25 

3.45 

3.66 

3.86 

9.75 

♦ 7 

8 

2.63 

2.84 

3.06 

3.28 

3.50 

3.72 

3.94 

4.16 

10.50 

15 

1 6 

2.81 

3.05 

3.28 

3.52 

3.75 

3.98 

4.22 

4.45 

11.25 

1 

3.00 

3.25 

3.50 

3.75 

4.00 

4.25 

4.50 

4.75 

12.00 

1* 

3.19 

3.45 

3.72 

3.98 

4.25 

4.52 

4.78 

5.05 

12.75 

H 

3.38 

3.66 

3.94 

4.22 

4.50 

4.78 

5.06 

5.34 

13.50 

1 

3.56 

3.86 

4.16 

4.45 

4.75 

5.05 

5.34 

5.64 

14.25 

n 

3.75 

4.06 

4.38 

4.69 

5.00 

5.31 

5.63 

5.94 

15.00 


3.94 

4.27 

4.59 

4.92 

5.25 

5.58 

5.91 

6.23 

15.75 

it 

4.13 

4.47 

4.81 

5.16 

5.50 

5.84 

6.19 

6.53 

16.50 

1 JL 

116 

4.31 

4.67 

5.03 

5.39 

5.75 

6.11 

6.47 

6.83 

17.25 

i i 

1 2 

4.50 

4.88 

5.25 

5.63 

6.00 

6.38 

6.75 

7.13 

18.00 

I- 5 - 

4.69 

5.08 

5.47 

5.86 

6.25 

6.64 

7.03 

7.42 

18.75 

If 

4.88 

5.28 

5.69 

6.09 

6.50 

6.91 

7.31 

7.72 

19.50 

111 

I 1 6 

5.06 

5.48 

5.91 

6.33 

6.75 

7.17 

7.59 

8.02 

20.25 

1 3. 

A 4 

5.25 

5.69 

6.13 

6.56 

7.00 

7.44 

7.88 

8.31 

21.00 

111 

5.44 

5.89 

6.34 

6.80 

7.25 

7.70 

8.16 

8.61 

21.75 

1 1 

5.63 

6.09 

6.56 

7.03 

7.50 

7.97 

8.44 

8.91 

22.50 

115. 

5.81 

6.30 

6.78 

7.27 

7.75 

8.23 

8.72 

9.20 

23.25 

2 

6.00 

6.50 

7.00 

7.50 

8.00 

8.50 

9.00 

9.50 

24.00 


























470 CAMBRIA STEEL. 


AREAS OF FLAT ROLLED STEEL BARS. 

(continued.) 


Thickness 

in Inches. 

6'' 

5 i " 

5 £" 

6 r 

6" 

6£" 

6£" 

6|" 

12" 

it 

.313 

.328 

.344 

.359 

.375 

.391 

.406 

.422 

.750 

£ 

.625 

.656 

.688 

.719 

.750 

.781 

' .813 

.844 

1.50 

A 

.938 

.984 

1.03 

1.08 

1.13 

1.17 

1.22 

1.27 

2.25 

JL 

4 

1.25 

1.31 

1.38 

1.44 

1.50 

1.56 

1.63 

1.69 

3.00 

A 

1.56 

1.64 

1.72 

1.80 

1.88 

1.95 

2.03 

2.11 

3.75 

t 

1.88 

1.97 

2.06 

2.16 

2.25 

2.34 

2.44 

2.53 

4.50 

A 

2.19 

2.30 

2.41 

2.52 

2.63 

2.73 

2.84 

2.95 

5.25 


2.50 

2.63 

2.75 

2.88 

3.00 

3.13 

3.25 

3.38 

6.00 

it 

2.81 

2.95 

3.09 

3.23 

3.38 

3.52 

3.66 

3.80 

6.75 

5 

8 

3.13 

3.28 

3.44 

3.59 

3.75 

3.91 

4.06 

4.22 

7.50 

H 

3.44 

3.61 

3.78 

3.95 

4.13 

4.30 

4.47 

4.64 

8.25 

3 

i 

3.75 

3.94 

4.13 

4.31 

4.50 

4.69 

4.88 

5.06 

9.00 

H 

4.06 

4.27 

4.47 

4.67 

4.88 

5.08 

5.28 

5.48 

9.75 

l 

4.38 

4.59 

4.81 

5.03 

5.25 

5.47 

5.69 

5.91 

10.50 

tt 

4.69 

4.92 

5.16 

5.39 

5.63 

5.86 

6.09 

6.33 

11.25 

l 

5.00 

5.25 

5.50 

5.75 

6.00 

6.25 

6.50 

6.75 

12.00 

1A 

5.31 

5.58 

5.84 

6.11 

6.38 

6.64 

6.91 

7.17 

12.75 

n 

5.63 

5.91 

6.19 

6.47 

6.75 

7.03 

7.31 

7.59 

13.50 

l A 

5.94 

6.23 

6.53 

6.83 

7.13 

7.42 

7.72 

8.02 

14.25 

U 

6.25 

6.56 

6.88 

7.19 

7.50 

7.81 

8.13 

8.44 

15.00 

1A 

6.56 

6.89 

7.22 

7.55 

7.88 

8.20 

8.53 

8.86 

15.75 

H 

6.88 

7.22 

7.56 

7.91 

8.25 

8.59 

8.94 

9.28 

16.50 

1A 

7.19 

7.55 

7.91 

8.27 

8.63 

8.98 

9.34 

9.70 

17.25 

H 

7.50 

7.88 

8.25 

8.63 

9.00 

9.38 

9.75 

10.13 

18.00 

1A 

7.81 

8.20 

8.59 

8.98 

9.38 

9.77 

10.16 

10.55 

18.75 

if 

8.13 

8.53 

8.94 

9.34 

9.75 

10.16 

10.56 

10.97 

19.50 

1H 

8.44 

8.86 

9.28 

9.70 

10.13 

10.55 

10.97 

11.39 

20.25 

If 

8.75 

9.19 

9.63 

10.06 

10.50 

10.94 

11.38 

11.81 

21.00 

1H 

9.06 

9.52 

9.97 

10.42 

10.88 

11.33 

11.78 

12.23 

21.75 

1£ 

9.38 

9.84 

10.31 

10.78 

11.25 

11.72 

12.19 

12.66 

22.50 

itt 

9.69 

10.17 

10.66 

11.14 

11.63 

12.11 

12.59 

13.08 

23.25 

2 

10.00 

10.50 

11.00 

11.50 

12.00 

12.50 

13.00 

13.50 

24.00 


























CAMBRIA STEEL. 471 


AREAS OF FLAT ROLLED STEEL BARS. 

(continued.) 


Thiokness 


7|" 







12" 

7" 

nxn 

* 2 

7f" 

8" 

00 

iWh* 

8§" 

00 

in Inches. 



• 



1 

16 

.438 

.453 

.469 

.484 

.500 

.516 

.531 

.547 

.750 

1 

8 

.875 

.906 

.938 

.969 

1.00 

1.03 

1.06 

1.09 

1.50 

3 

16 

1.31 

1.36 

1.41 

1.45 

1.50 

1.55 

1.59 

1.64 

2.25 

1 

4 

1.75 

1.81 

1.88 

1.94 

2.00 

2.06 

2.13 

2.19 

3.00 

5 

16 

2.19 

2.27 

2.34 

2.42 

2.50 

2.58 

2.66 

2.73 

3.75 

3 

IS 

2.63 

2.72 

2.81 

2.91 

3.00 

3.09 

3.19 

3.28 

4.50 

7 

16 

3.06 

3.17 

3.28 

3.39 

3.50 

3.61 

3.72 

3.83 

5.25 

1 

2 

3.50 

3.63 

3.75 

3.88 

4.00 

4.13 

4.25 

4.38 

6.00 

9 

16 

3.94 

4.08 

4.22 

4.36 

4.50 

4.64 

4.78 

4.92 

6.75 

5 

8 

4.38 

4.53 

4.69 

4.84 

5.00 

5.16 

5.31 

5.47 

7.50 

11 

16 

4.81 

4.98 

5.16 

5.33 

5.50 

5.67 

5.84 

6.02 

8.25 

3 

4 

5.25 

5.44 

5.63 

5.81 

6.00 

6.19 

6.38 

6.56 

9.00 

1 3 

T5 

5.69 

5.89 

6.09 

6.30 

6.50 

6.70 

6.91 

7.11 

9.75 

7 

8 

6.13 

6.34 

6.56 

6.78 

7.00 

7.22 

7.44 

7.66 

10.50 

15 

16 

6.56 

6.80 

7.03 

7.27 

7.50 

7.73 

7.97 

8.20 

11.25 

1 

7.00 

7.25 

7.50 

7.75 

8.00 

8.25 

8.50 

8.75 

12.00 

IX 

1 16 

7.44 

7.70 

7.97 

8.23 

8.50 

8.77 

9.03 

9.30 

12.75 

H 

7.88 

8.16 

8.44 

8.72 

9.00 

9.28 

9.56 

9.84 

13.50 

1 * 

8.31 

8.61 

8.91 

9.20 

9.50 

9.80 

10.09 

10.39 

14.25 

n 

8.75 

9.06 

9.38 

9.69 

10.00 

10.31 

10.63 

10.94 

15.00 

lA' 

9.19 

9.52 

9.84 

10.17 

10.50 

10.83 

11.16 

11.48 

15.75 

it 

9.63 

9.97 

10.31 

10.66 

11.00 

11.34 

11.69 

12.03 

16.50 

ll6 

10.06 

10.42 

10.78 

11.14 

11.50 

11.86 

12.22 

12.58 

17.25 

1 A 

A 2 

10.50 

10.88 

11.25 

11.63 

12.00 

12.38 

12.75 

13.13 

18.00 

1_9_ 

1 1 6 

10.94 

11.33 

11.72 

12.11 

12.50 

12.89 

13.28 

13.67 

18.75 

1 8 

11.38 

11.78 

12.19 

12.59 

13.00 

13.41 

13.81 

14.22 

19.50 

1 XL 

116 

11.81 

12.23 

12.66 

13.08 

13.50 

13.92 

14.34 

14.77 

20.25 

i a 

1 4 

12.25 

12.69 

13.13 

13.56 

14.00 

14.44 

14.88 

15.31 

21.00 

III 

12.69 

13.14 

13.59 

14.05 

14.50 

14.95 

15.41 

15.86 

21.75 

H 

13.13 

13.59 

14.06 

14.53 

15.00 

15.47 

15.94 

16.41 

22.50 

ill 

13.56 

14.05 

14.53 

15.02 

15.50 

15.98 

16.47 

16.95 

23.25 

2 

14.00 

14.50 

15.00 

15.50 

16.00 

16.50 

17.00 

17.50 

24.00 

























472 CAMBRIA STEEL. 


AREAS OF FLAT ROLLED STEEL BARS. 

. (continued.) 


Thickness 

9" 

9f" 

9£" 

9f" 

10" 

lOf" 

ior 

10f" 

12" 

is Inches. 







1 

1 6 

.563 

.578 

.594 

.609 

.625 

.641 

.656 

.672 

.750 

1 

8 

1.13 

1.16 

1.19 

1.22 

1.25 

1.28 

1.31 

1.34 

1.50 

3 

16 

1.69 

1.73 

1.78 

1.83 

1.88 

1.92 

1.97 

2.02 

2.25 

i 

4 

2.25 

2.31 

2.38 

2.44 

2.50 

2.56 

2.63 

2.69 

3.00 

5 

16 

2.81 

2.89 

2.97 

3.05 

3.13 

3.20 

3.28 

3.36 

3.75 

3 

8 

3.38 

3.47 

3.56 

3.66 

3.75 

3.84 

3.94 

4.03 

4.50 

7 

16 

3.94 

4.05 

4.16 

4.27 

4.38 

4.48 

4.59 

4.70 

5.25 

1 

2 

4.50 

4.63 

4.75 

4.88 

5.00 

5.13 

5.25 

5.38 

6.00 

9 

16 

5.06 

5.20 

5.34 

5.48 

5.63 

5.77 

5.91 

6.05 

6.75 

5 

8 

5.63 

5.78 

5.94 

6.09 

6.25 

6.41 

6.56 

6.72 

7.50 

11 

16 

6.19 

6.36 

6.53 

6.70 

6.88 

7.05 

7.22 

7.39 

8.25 

3 

4 

6.75 

6.94 

7.13 

7.31 

7.50 

7.69 

7.88 

8.06 

9.00 

13 

16 

7.31 

7.52 

7.72 

7.92 

8.13 

8.33 

8.53 

8.73 

9.75 

7 

8 

7.88 

8.09 

8.31 

8.53 

8.75 

8.97 

9.19 

9.41 

10.50 

15 

16 

8.44 

8.67 

8.91 

9.14 

9.38 

9.61 

9.84 

10.08 

11.25 

1 

9.00 

9.25 

9.50 

9.75 

10.00 

10.25 

10.50 

10.75 

12.00 

1 

1 16 

9.56 

9.83 

10.09 

10.36 

10.63 

10.89 

11.16 

11.42 

12.75 

1 A 

1 8 

10.13 

10.41 

10.69 

10.97 

11.25 

11.53 

11.81 

12.09 

13.50 

1_3_ 

•*•16 

10.69 

10.98 

11.28 

11.58 

11.88 

12.17 

12.47 

12.77 

14.25 

1 A 

1 4 

11.25 

11.56 

11.88 

12.19 

12.50 

12.81 

13.13 

13.44 

15.00 

1 JL 

■*16 

11.81 

12.14 

12.47 

12.80 

13.13 

13.45 

13.78 

14.11 

15.75 

H 

12.38 

12.72 

13.06 

13.41 

13.75 

14.09 

14.44 

14.78 

16.50 

Ire 

12.94 

13.30 

13.66 

14.02 

14.38 

14.73 

15.09 

15.45 

17.25 

H 

13.50 

13.88 

14.25 

14.63 

15.00 

15.38 

15.75 

16.13 

18.00 

1.9 
■*•16 

14.06 

14.45 

14.84 

15.23 

15.63 

16.02 

16.41 

16.80 

18.75 

1 A 

* 8 

14.63 

15.03 

15.44 

15.84 

16.25 

16.66 

17.06 

17.47 

19.50 

1 AA 

•*16 

15.19 

15.61 

16.03 

16.45 

16.88 

17.30 

17.72 

18.14 

20.25 

If 

15.75 

16.19 

16.63 

17.06 

17.50 

17.94 

18.38 

18.81 

21.00 

m 

16.31 

16.77 

17.22 

17.67 

18.13 

18.58 

19.03 

19.48 

21.75 

1 A 

1 8 

16.88 

17.34 

17.81 

18.28 

18.75 

19.22 

19.69 

20.16 

22.50 

1 A 5 

1 16 

17.44 

17.92 

18.41 

18.89 

19.38 

19.86 

20.34 

20.83 

23.25 

2 

18.00 

18.50 

19.00 

19.50 

20.00 

20.50 

21.00 

21.50 

24.00 



































CAMBRIA STEEL. 


473 


AREAS OF FLAT ROLLED STEEL BARS. 

(concluded.) 


Thickness 

in Inches . 

11 " 

Ilf " 

Ilf " 

Ilf " 

12 " 

12 f " 

12 f" 

12 f " 

_ 1 _ 

16 

.688 

.703 

.719 

.734 

.750 

.766 

.781 

.797 

1 

8 

1.38 

1.41 

1.44 

1.47 

1.50 

1.53 

1.56 

1.59 

TS 

2.06 

2.11 

2.16 

2.20 

2.25 

2.30 

2.34 

2.39 

l 

4 

2.75 

2.81 

2.88 

2.94 

3.00 

3.06 

3.13 

3.19 

5 

16 

3.44 

3.52 

3.59 

3.67 

3.75 

3.83 

3.91 

3.98 

3 

8 

4.13 

4.22 

4.31 

4.41 

4.50 

4.59 

4.69 

4.78 

7 

T « 

4.81 

4.92 

5.03 

5.14 

5.25 

5.36 

5.47 

5.58 

1 

2 

5.50 

5.63 

5.75 

5.88 

6.00 

6.13 

6.25 

6.38 

9 

16 

6.19 

6.33 

6.47 

6.61 

6.75 

6.89 

7.03 

7.17 

5 

8 

6.88 

7.03 

7.19 

7.34 

7.50 

7.66 

7.81 

7.97 

11 

16 

7.56 

7.73 

7.91 

8.08 

8.25 

8.42 

8.59 

8.77 

3 

\ 4 , 

8.25 

8.44 

8.63 

8.81 

9.00 

9.19 

9.38 

9.56 

13 

1 6 

8.94 

9.14 

9.34 

9.55 

9.75 

9.95 

10.16 

10.36 

7 

8 

9.63 

9.84 

10.06 

10.28 

10.50 

10.72 

10.94 

11.16 

15 

1 6 

10.31 

10.55 

10.78 

11.02 

11.25 

11.48 

11.72 

11.95 

1 

11.00 

11.25 

11.50 

11.75 

12.00 

12.25 

12.50 

12.75 

1 * 

11.69 

11.95 

12.22 

12.48 

12.75 

13.02 

13.28 

13.55 

If 

12.38 

12.66 

12.94 

13.22 

13.50 

13.78 

14.06 

14.34 

1 ^ 

13.06 

13.36 

13.66 

13.95 

14.25 

14.55 

14.84 

15.14 

1 A 

13.75 

14.06 

14.38 

14.69 

15.00 

15.31 

15.63 

15.94 

1 & 

14.44 

14.77 

15.09 

15.42 

15.75 

16.08 

16.41 

16.73 

H 

15.13 

15.47 

15.81 

16.16 

16.50 

16.84 

17.19 

17.53 

1 _2_ 

116 

15.81 

16.17 

16.53 

16.89 

17.25 

17.61 

17.97 

18.33 

1 A 

1 2 

16.50 

16.88 

17.25 

17.63 

18.00 

18.38 

18.75 

19.13 

1 A . 

17.19 

17.58 

17.97 

18.36 

18.75 

19.14 

19.53 

19.92 

H 

17.88 

18.28 

18.69 

19.09 

19.50 

19.91 

20.31 

20.72 

1 AA 

118 

18.56 

18.98 

19.41 

19.83 

20.25 

20.67 

21.09 

21.52 

If 

19.25 

19.69 

20.13 

20.56 

21.00 

21.44 

21.88 

22.31 

Iff 

19.94 

20.39 

20.84 

21.30 

21.75 

22.20 

22.66 

23.11 

If 

20.63 

21.09 

21.56 

22.03 

22.50 

22.97 

23.44 

23.91 

Iff 

21.31 

21.80 

22.28 

22.77 

23.25 

23.73 

24.22 

24.70 

2 

22.00 

22.50 

23.00 

23.50 

24.00 

24.50 

25.00 

25.50 


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474 


CAMBRIA STEEL. 


WEIGHTS OF FLAT ROLLED STRIPS, HOOP OR 

BAND STEEL. 

Pounds per Lineal Foot. 

Thicknesses by Birmingham Wire Gauge. 


One cubic foot of steel weighs 489.6 pounds. 

For widths from 34 inch to % inch and thicknesses from No. 19 to No. 11 B.W.G. 


Width 

No. 19. 

No. 18. 

No. 17. 

No. 16. | 

No. 15. 

No. 14. 

No. 13. 

No. 12. 

No. 11. 

in Inches. 

.042 In. 

.049 In. 

.058 In. 

.065 In. 

.072 In. 

.083 In. 

.095 In. 

.109 In. 

.120 In. 

1 

4 

.036 

.042 

.049 

.055 

.061 

.071 

.081 

.093 

.102 

1 7 
¥¥ 

.038 

.044 

.052 

.059 

.065 

.075 

.086 

.098 

.108 

9 

32 

.040 

.047 

.055 

.062 

.069 

.079 

.091 

.104 

.115 

1 9 

t? 

.042 

.049 

.059 

.066 

.073 

.084 

.096 

.110 

.121 


.045 

.052 

.062 

.069 

.077 

.088 

.101 

.116 

.128 

2 1 

.047 

.055 

.065 

.073 

.080 

.093 

.106 

.122 

.134 

11 

32 

.049 

.057 

.068 

.076 

.084 

.097 

.111 

.127 

.140 

If 

.051 

.060 

.071 

.079 

.088 

.101 

.116 

.133 

.147 

3 

8 

.054 

.062 

.074 

.083 

.092 

.106 

.121 

.139 

.153 

If 

.056 

.065 

.077 

.086 

.096 

.110 

.126 

.145 

.159 

M 

.058 

.068 

.080 

.090 

.099 

.115 

.131 

.151 

.166 

If 

.060 

.070 

.083 

.093 

.103 

.119 

.136 

.156 

.172 

TW 

.062 

.073 

.086 

.097 

.107 

.123 

.141 

.162 

.179 

If 

.065 

.075 

.089 

.100 

.111 

.128 

.146 

.168 

.185 

15 

3T 

.067 

.078 

.092 

.104 

.115 

.132 

.151 

.174 

.191 

31 

64 

.069 

.081 

.096 

.107 

.119 

.137 

.156 

.180 

.198 

1 

2 

.071 

.083 

.099 

.111 

.122 

.141 

.162 

.185 

.204 

If 

.074 

.086 

.102 

.114 

.126 

.146 

.167 

.191 

.210 

» 

.076 

.089 

.105 

.117 

.130 

.150 

.172 

.197 

.217 

If 

.078 

.091 

.108 

.121 

.134 

.154 

.177 

.203 

.223 


.080 

.094 

.111 

.124 

.138 

.159 

.182 

.208 

.230 

If 

.083 

.096 

.114 

.128 

.142 

.163 

.187 

.214 

.236 

If 

.085 

.099 

.117 

.131 

.145 

.168 

.192 

.220 

.242 

3 IT 
¥¥ 

.087 

.102 

.120 

.135 

.149 

.172 

.197 

.226 

.249 

5 

8 

.089 

.104 

.123 

.138 

.153 

.176 

.202 

.232 

.255 

41 

6 ? 

.091 

.107 

.126 

.142 

.157 

.181 

.207 

.237 

.261 

21 

32 

.094 

.109 

.129 

.145 

.161 

.185 

.212 

.243 

.268 

43 

si 

.096 

.112 

.132 

.148 

.164 

.190 

.217 

.249 

.274 

tt 

.098 

.115 

.136 

.152 

.168 

.194 

.222 

.255 

.281 

4 5 

6¥ 

.100 

.117 

.139 

.155 

.172 

.198 

.227 

.261 

.287 

23 

32 

.103 

.120 

.142 

.159 

.176 

.203 

.232 

.266 

.293 

If 

.105 

.122 

.145 

.162 

.180 

.207 

.237 

.272 

.300 

3 

4 

.107 

.125 

.148 

.166 

.184 

.212 

.242 

.278 

.306 

































CAMBRIA STEEL. 475 


WEIGHTS OF FLAT ROLLED STEEL BARS. 


Pounds per Lineal Foot. 

One cubic foot of steel weighs 489.6 pounds. 

For thicknesses from inch to ys inch and widths from 34 inch to 1 inch.. 


Thickness 

1" 

4 



1 9 " 
Si 


21 » 
Si 


2 3 If 
Si 

if 

8 

in Inches. 

1 7 ft 
64 

32 

16 

32 

1 

16 

.053 

.056 

.060 

.063 

.066 

.070 

.073 

.076 

.080 


.066 

.071 

.075 

.079 

.083 

.087 

.091 

.095 

.100 

3 

.080 

.085 

.090 

.095 

.100 

.105 

.110 

.115 

.120 

S 

.093 

.099 

.105 

.110 

.116 

.122 

.128 

.134 

.139 

1 

s 

.106 

.113 

.120 

.126 

.133 

.139 

.146 

.153 

.159 

9 

.120 

.127 

.134 

.142 

.149 

.157 

.164 

.172 

.179 

5 

3~2 

.133 

.141 

.149 

.158 

.166 

.174 

.183 

.191 

.199 

1 1 

■ 6? 

.146 

.155 

.164 

.173 

.183 

.192 

.201 

.210 

.219 

3 

16 

|f 

.159 

.169 

.179 

.189 

.199 

.209 

.219 

.229 

.239 

.173 

.183 

.194 

.205 

.216 

.227 

.237 

.248 

.259 

7 

.186 

.198 

.209 

.221 

.232 

.244 

.256 

.267 

.279 

1 5 

.199 

.212 

.224 

.237 

.249 

.261 

.274 

.286 

.299 

1 

4 

.213 

.226 

.239 

.252 

.266 

.279 

.292 

.395 

.319 

1 7 

6 ? 

9 

.226 

.240 

.254 

.268 

.282 

.296 

.310 

.325 

.339 

.239 

.254 

.269 

.284 

.299 

.314 

.329 

.344 

.359 

1 9 

.252 

.268 

.284 

.300 

.315 

.331 

.347 

.363 

.379 

5 

.266 

.282 

.299 

.315 

.332 

.349 

.365 

.382 

.398 

2 1 

.279 

.296 

.314 

.331 

.349 

.366 

.383 

.401 

.418 

11 

.292 

.310 

.329 

.347 

.365 

.383 

.402 

.420 

.438 

23 

64 

.305 

.325 

.344 

.363 

.382 

.401 

.420 

.439 

.458 

3 

.319 

.339 

.359 

.379 

.398 

.418 

.438 

.458 

.478 

25 

64 

A3. 

.332 

.353 

.374 

.394 

.415 

.436 

.457 

.477 

.498 

.345 

.367 

.388 

.410 

.432 

.453 

.475 

.496 

.518 

H 

.359 

.381 

.403 

.426 

.448 

.471 

.493 

.515 

.538 

7 

.372 

.395 

.418 

.442 

.465 

.488 

.511 

.535 

.558 

1 6 

It 

ft 

.385 

.409 

.433 

.457 

.481 

.506 

.530 

.554 

.578 

.398 

.423 

.448 

.473 

.498 

.523 

.548 

.573 

.598 

.412 

.437 

.463 

.489 

.515 

.540 

.566 

.592 

.618 

i 

.425 

.452 

.478 

.505 

.531 

.558 

.584 

.611 

.638 

2 

M 

.438 

.466 

.493 

.520 

.548 

.575 

.603 

.630 

.657 

6 4 

.452 

.480 

.508 

.536 

.564 

.593 

.621 

.649 

.677 

3 2 

It 

TS 

.465 

.494 

.523 

.552 

.581 

.610 

.639 

.668 

.697 

.478 

.508 

.538 

.567 

.598 

.628 

.657 

.687 

.717 

























476 CAMBRIA STEEL. 


WEIGHTS OF FLAT ROLLED STEEL BARS. 

I 

Pounds per Lineal Foot. 


(continued.) 


Thickness 










in Inches. 

25" 

61 

13 V 
32 

It" 

JLJ> 

16 

2 9V 

15 V 

32 

It" 

IV 

2 

12" 

* 

.083 

.086 

.090 

.093 

.096 

.100 

.103 

.106 

2.55 

6 6 T 

.104 

.108 

.112 

.116 

.120 

.125 

.129 

.133 

3.19 

T2 

.125 

.129 

.134 

.139 

.144 

. 149 "' 

.154 

.159 

3.83 

t? 

.145 

.151 

.157 

.163 

.169 

.174 

.180 

.186 

4.46 

i 

.166 

.173 

.179 

.186 

.193 

.199 

.206 

.212 

5.10 


.187 

.194 

.202 

.209 

.217 

.224 

.232 

.239 

5.74 

T2 

.208 

.216 

.224 

.232 

.241 

.249 

.257 

.266 

6.38 

it 

.228 

.237 

.247 

.256 

.265 

.274 

.283 

.292 

7.01 

A 

.249 

.259 

.269 

.279 

.289 

.299 

.309 

.319 

7.65 

it 

.270 

.281 

.291 

.302 

.313 

.324 

.335 

.345 

8.29 

3 ^ 

.291 

.302 

.314 

.325 

.337 

.349 

.360 

.372 

8.93 

1 5 
¥¥ 

.311 

.324 

.336 

.349 

.361 

.374 

.386 

.398 

9.56 

1 

4 

.332 

.345 

.359 

.372 

.385 

.398 

.412 

.425 

10.20 

it 

.353 

.367 

.381 

.395 

.409 

.423 

.437 

.452 

10.84 


.374 

.388 

.403 

.418 

.433 

.448 

.463 

.478 

11.48 

it 

.394 

.410 

.426 

.442 

.457 

.473 

.489 

.505 

12.11 

A 

.415 

.432 

.448 

.465 

.481 

.498 

.515 

.531 

12.75 

It 

.436 

.453 

.471 

.488 

.506 

.523 

.540 

.558 

13.39 

ii 

.457 

.475 

.493 

.511 

.530 

.548 

.566 

.584 

14.03 

It 

.477 

.496 

.515 

.535 

.554 

.573 

.592 

.611 

14.66 

3 

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.498 

.518 

.538 

.558 

.578 

.598 

.618 

.638 

15.30 

It 

.519 

.540 

.560 

.581 

.602 

.623 

.643 

.664 

15.94 

it 

.540 

.561 

.583 

.604 

.626 

.647 

.669 

.691 

16.58 

It 

.560 

.583 

.605 

.628 

.650 

.672 

.696 

.717 

17.21 

TS 

.581 

.604 

.628 

.651 

.674 

.697 

.721 

.744 

17.85 

It 

.602 

.626 

.650 

.674 

.698 

.722 

.746 

.770 

18.49 

15 

32" 

.623 

.647 

.672 

.697 

.722 

.747 

.772 

.797 

19.13 

It 

.643 

.669 

.695 

.721 

.746 

.772 

.798 

.823 

19.76 

i 

.664 

.691 

.717 

.744 

.770 

.797 

.823 

.850 

20.40 

3 S 
¥¥ 

.685 

.712 

.740 

.767 

.794 

.822 

.849 

.877 

21.04 

U 

.706 

.734 

.762 

.790 

.818 

.847 

.875 

.903 

21.68 

It 

.726 

.755 

.784 

.813 

.843 

.872 

.901 

.930 

22.31 

& 

.747 

.777 

.807 

.837 

.867 

.896 

.926 

.956 

22.95 
























CAMBRIA STEEL. 477 


WEIGHTS OF FLAT ROLLED STEEL BARS. 

Pounds per Lineal Foot. 


(continued.) 


Thickness 










in Inches. 

3 3 " 
6? 

17// 

32 

3 5'/ 
<>¥ 

9 // 

16 

3 7" 
6T 

19" 

32 

3 9" 
6T 

5'/ 

8 

12 " 

1 

16 

.110 

.113 

.116 

.120 

.123 

.126 

.129 

.133 

2.55 

'Zi 

.137 

.141 

.145 

.149 

.154 

.158 

.162 

.166 

3.19 

3 

32 

.164 

.169 

.174 

.179 

.184 

.189 

.194 

.199 

3.83 

If 

.192 

.198 

.203 

.209 

.215 

.221 

.227 

.232 

4.46 

i 

.219 

.226 

.232 

.239 

.246 

.252 

.259 

.266 

5.10 


.247 

.254 

.261 

.269 

.276 

.284 

.291 

.299 

5.74 

5 

32 

.274 

.282 

.291 

.299 

.307 

.315 

.324 

.332 

6.38 

if 

.301 

.310 

.320 

.329 

.338 

.347 

.356 

.365 

7.01 

3 

1 6 

.329 

.339 

.349 

.359 

.369 

.379 

.388 

.398 

7.65 

1 3 

.356 

.367 

.378 

.388 

.399 

.410 

.421 

.432 

8.29 

7 

3T 

.383 

.395 

.407 

.418 

.430 

.442 

.453 

.465 

8.93 

1 5 

6T 

.411 

.423 

.436 

.448 

.461 

.473 

.486 

.498 

9.56 

i 

.438 

.452 

.465 

.478 

.491 

.505 

.518 

.531 

10.20 

u 

.466 

.480 

.494 

.508 

.522 

.536 

.550 

.564 

10.84 

9 

3 2 

.493 

.508 

.523 

.538 

.553 

.568 

.583 

.598 

11.48 

if 

.520 

.536 

.552 

.568 

.584 

.599 

.615 

.631 

12.11 

5 

16 

.548 

.564 

.581 

.598 

.614 

.631 

.647 

.664 

12.75 

2 1 
ft 

.575 

.593 

.610 

.628 

.645 

.662 

.680 

.697 

13.39 

11 

3 2 

.603 

.621 

.639 

.657 

.676 

.694 

.712 

.730 

14.03 

2 3 

.630 

.649 

.668 

.687 

.706 

.725 

.745 

.764 

14.66 

3 

3 

.657 

.677 

.697 

.717 

.737 

.757 

.777 

.797 

15.30 

If 

.685 

.706 

.726 

.747 

.768 

.789 

.809 

.830 

15.94 

13 

3 2 

.712 

.734 

.755 

.777 

.799 

.820 

.842 

.863 

16.58 

If 

.740 

.762 

.784 

.807 

.829 

.852 

.874 

.896 

17.21 

ill 

.767 

.790 

.813 

.837 

.860 

.883 

.906 

.930 

17.85 

If 

.794 

.818 

.843 

.867 

.891 

.915 

.939 

.963 

18.49 

15 

.822 

.847 

.872 

.896 

.921 

.946 

.971 

.996 

19.13 

If 

.849 

.875 

.901 

.926 

.952 

.978 

1.00 

1.03 

19.76 

1 

.877 

.903 

.930 

.956 

.983 

1.01 

1.04 

1.06 

20.40 

If 

.904 

.931 

.959 

.986 

1.01 

1.04 

1.07 

1.10 

21.04 

If 

e 

16 

.931 

.960 

.988 

1.02 

1.04 

1.07 

1.10 

1.13 

21.68 

.959 

.988 

1.02 

1.05 

1.07 

1.10 

1.13 

1.16 

22.31 

.986 

1.02 

1.05 

1.08 

1.11 

1.14 

1.17 

1.20 

22.95 
























478 CAMBRIA STEEL. 


WEIGHTS OF FLAT ROLLED STEEL BARS. 

Pounds per Lineal Foot. 


(CONTINUED.) 


Thickness 

41 » 

31// 

4 3'/ 

11// 


23'/ 

il" 

31/ 

12" 

in Inches. 


32 


16 

6? 

32 


4 

1 

16 

.136 

.139 

.143 

.146 

.149 

.153 

.156 

.159 

2.55 

ft 

.170 

.174 

.178 

.183 

.187 

.191 

.,195 

.199 

3.19 

-§2 

.204 

.209 

.214 

.219 

.224 

.229 

.234 

.239 

3.83 


.238 

.244 

.250 

.256 

.261 

.267 

.273 

.279 

4.46 

I 

.272 

.279 

.286 

.292 

.299 

.305 

.312 

.319 

5.10 

6 9 T 

.306 

.314 

.321 

.329 

.336 

.344 

.351 

.359 

5.74 

5 

33 

.340 

.349 

.357 

.365 

.374 

.382 

.390 

.398 

6.38 

ii 

.374 

.383 

• 39 | 

.402 

.411 

.420 

.429 

.438 

7.01 

TS 

.408 

.418 

.428 

.438 

.448 

.458 

.468 

.478 

7.65 

1 3 

.442 

.453 

.464 

.475 

.486 

.496 

.507 

.518 

8.29 

7 

T2 

.476 

.488 

.500 

.511 

.523 

.535 

.546 

.558 

8.93 

1 5 

6? 

.510 

.523 

.535 

.548 

.560 

.573 

.585 

.598 

9.56 

1 

4 

.545 

.558 

.571 

.584 

.598 

.611 

.624 

.638 

10.20 

H 

.579 

.593 

.607 

.621 

.635 

.649 

.663 

.677 

10.84 

9 

32 

.613 

.628 

.642 

.657 

.672 

.687 

.702 

.717 

11.48 

1 9 

.647 

.662 

.678 

.694 

.710 

.725 

.741 

.757 

12.11 

5 

16 

.681 

.697 

.714 

.730 

.747 

.764 

.780 

.797 

12.75 

II 

.715 

.732 

.750 

.767 

.784 

.802 

.819 

.827 

13.39 

.749 

.767 

.785 

.804 

.822 

.840 

.858 

.877 

14.03 

If 

.783 

.802 

.821 

.840 

.859 

.878 

.897 

.916 

14.66 

3 

8 

.817 

.837 

.857 

.877 

.896 

.916 

.936 

.956 

15.30 

u 

.851 

.872 

.892 

.913 

.934 

.955 

.975 

.996 

15.94 


.885 

.906 

.928 

.950 

.971 

.993 

1.01 

1.04 

16.58 

n 

.919 

.941 

.964 

.986 

1.01 

1.03 

1.05 

1.08 

17.21 

1J5 

.953 

.976 

.999 

1.02 

1.05 

1.07 

1.09 

1.12 

17.85 

If 

.987 

1.01 

1.04 

1.06 

1.08 

1.11 

1.13 

1.16 

18.49 

T2 

1.02 

1.05 

1.07 

1.10 

1.12 

1.15 

1.17 

1.20 

19.13 

li 

1.06 

1.08 

1.11 

1.13 

1.16 

1.18 

1.21 

1.24 

19.76 


1.09 

1.12 

1.14 

1.17 

1.20 

1.22 

1.25 

1.28 

20.40 

3_i 

64 

1.12 

1.15 

1.18 

1.21 

1.23 

1.26 

1.29 

1.31 

21.04 

H 

1.16 

1.19 

1.21 

1.24 

1.27 

1.30 

1.33 

1.35 

21.68 

U 

1.19 

1.22 

1.25 

1.28 

1.31 

1.34 

1.37 

1.39 

22.31 

9 

16 

1.23 

1.26 

1.28 

1.31 

1.34 

1.37 

1.40 

1.43 

22.95 


























CAMBRIA STEEL. 479 


WEIGHTS OF FLAT ROLLED STEEL BARS. 

* 

Pounds per Lineal Foot. 

(continued.) 


Thickness 

49 n 
64 

25 n 
32 

51 

64 

13 n 
16 


27 n 
32 

55 n 
64 



in Inches. 

64 

8 

12 

1 

16 

.163 

.166 

.169 

.173 

.176 

.179 

.183 

.186 

2.55 

5 

64 

.203 

.208 

.212 

.216 

.220 

.224 

.228 

.232 

3.19 

3 

32 

.244 

.249 

.254 

.259 

.264 

.269 

.274 

.279 

3.83 

7 

64 

.285 

.291 

.296 

.302 

.308 

.314 

.320 

.325 

4.46 

1 

8 

.325 

.332 

.339 

.345 

.352 

.359 

.365 

.372 

5.10 

9 

64 

.366 

.374 

.381 

.388 

.396 

.403 

.411 

.418 

5.74 

5 

3 2 

.407 

.415 

.423 

.432 

.440 

.448 

.457 

.465 

6.38 

ii 

64 

.447 

.457 

.466 

.475 

.484 

.493 

.502 

.511 

7.01 

TS 

.488 

.498 

.508 

.518 

.528 

.538 

.548 

.558 

7.65 

13 

6 4 

.529 

.540 

.550 

.561 

.572 

.583 

.594 

.604 

8.29 

7 

3 2 

.569 

.581 

.593 

.604 

.616 

.628 

.639 

.651 

8.93 

15 

64 

.610 

.623 

.635 

.647 

.660 

.672 

.685 

.697 

9.56 

1 

4 

.651 

.664 

.677 

.691 

.704 

.717 

.730 

.744 

10.20 

17 

6 4 

.691 

.706 

.720 

.734 

.748 

.762 

.776 

.790 

10.84 

9 

3T 

.732 

.747 

.762 

.777 

.792 

.807 

.822 

.837 

11.48 

19 

64 

.773 

.789 

.804 

.820 

.836 

.852 

.867 

.883 

12.11 

5 

1 6 

.813 

.830 

.847 

.863 

.880 

.897 

.913 

.930 

12.75 

2JL 

64 

11 

3 2 

.854 

.872 

.889 

.906 

.924 

.941 

.959 

.976 

13.39 

.895 

.913 

.931 

.950 

.968 

.986 

1.00 

1.02 

14.03 

23 

64 

.936 

.955 

.974 

.993 

1.01 

1.03 

1.05 

1.07 

14.66 

3 

8 

25 

.976 

.996 

1.02 

1.04 

1.06 

1.08 

1.10 

1.12 

15.30 

1.02 

1.04 

1.06 

1.08 

1.10 

1.12 

1.14 

1.16 

15.94 

13 

1.06 

1.08 

1.10 

1.12 

1.14 

1.17 

1.19 

1.21 

16.58 

27 

64 

1.10 

1.12 

1.14 

1.17 

1.19 

1.21 

1.23 

1.26 

17.21 

7 

16 

29 

1.14 

1.16 

1.19 

1.21 

1.23 

1.26 

1.28 

1.30 

17.85 

1.18 

1.20 

1.23 

1.25 

1.28 

1.30 

1.32 

1.35 

18.49 

15 

1.22 

1.25 

1.27 

1.30 

1.32 

1.35 

1.37 

1.40 

19.13 

31 

64 

1.26 

1.29 

1.31 

1.34 

1.36 

1.39 

1.42 

1.44 

19.76 

1 

1.30 

1.33 

1.35 

1.38 

1.41 

1.43 

1.46 

1.49 

20.40 

33 

64 

1 7 

32 

35 

1.34 

1.37 

1.40 

1.42 

1.45 

1.48 

1.51 

1.53 

21.04 

1.38 

1.41 

1.44 

1.47 

1.50 

1.52 

1.55 

1.58 

21.68 

1.42 

1.45 

1.48 

1.51 

1.54 

1.57 

1.60 

1.63 

22.31 

9 

16 

1.46 

1.49 

1.52 

1.55 

1.58 

1.61 

1.64 

1.67 

22.95 


























480 CAMBRIA STEEL. 


WEIGHTS OF FLAT ROLLED STEEL BARS. 

Pounds per Lineal Foot. 

(CONTINUED.) 


Thinness 










in Inches. 

57" 

64 

29 " 
32 

5 9" 
64 

15 " 

16 

61// 

64 

31 " 

32 

63 // 

64 

1" 

12" 

1 

1 6 

.189 

.193 

.196 

.199 

.203 

.206 

.209 

.213 

2.55 

5 

fi 4 

.237 

.241 

.245 

.249 

.253 

.257 

.262 

.266 

3.19 

3 

T2 

.284 

.289 

.294 

.299 

.304 

.309 

...314 

.319 

3.83 

7 

64 

.331 

.337 

.343 

.349 

.354 

.360 

.366 

.372 

4.46 

1 

8 

.379 

.385 

.392 

.398 

.405 

.412 

.418 

.425 

5.10 

9 

6 4 

.426 

.433 

.441 

.448 

.456 

.463 

.471 

.478 

5.74 

5 

3 2 

.473 

.481 

.490 

.498 

.506 

.515 

.523 

.531 

6.38 

11 

64 

.520 

.529 

.538 

.548 

.557 

.566 

.575 

.584 

7.01 

A 

.568 

.578 

.588 

.598 

.608 

.618 

.628 

.638 

7.65 

13 

64 

.615 

.626 

.637 

.648 

.658 

.669 

.680 

.691 

8.29 

7 

3 2 

.662 

.674 

.686 

.697 

.709 

.721 

.732 

.744 

8.93 

15 

64 

.710 

.722 

.735 

.747 

.760 

.772 

.784 

.797 

9.56 

1 

4 

.757 

.770 

.784 

.797 

.810 

.823 

.837 

.850 

10.20 

1 7 

64 

.804 

.818 

.833 

.847 

.861 

.875 

.889 

.903 

10.84 

9 

3 2 

.852 

.867 

.882 

.896 

.911 

.926 

.941 

.956 

11.48 

19 

64 

.899 

.915 

.931 

.946 

.962 

.978 

.994 

1.01 

12.11 

5 

16 

.946 

.963 

.980 

.996 

1.01 

1.03 

1.05 

1.06 

12.75 

21 

64 

.994 

1.01 

1.03 

1.05 

1.06 

1.08 

1.10 

1.12 

13.39 

11 

32 

1.04 

1.06 

1.08 

1.10 

1.11 

1.13 

1.15 

1.17 

14.03 

23. 

64 

1.09 

1.11 

1.13 

1.15 

1.17 

1.18 

1.20 

1.22 

14.66 

3 

8 

1.14 

1.16 

1.18 

1.20 

1.22 

1.24 

1.26 

1.28 

15.30 

25 

64 

1.18 

1.20 

1.22 

1.25 

1.27 

1.29 

1.31 

1.33 

15.94 

1 3 

32 

1.23 

1.25 

1.27 

1.30 

1.32 

1.34 

1.36 

1.38 

16.58 

27 

64 

1.28 

1.30 

1.32 

1.35 

1.37 

1.39 

1.41 

1.43 

17.21 

7 

16 

1.33 

1.35 

1.37 

1.40 

1.42 

1.44 

1.46 

1.49 

17.85 

29 

64 

1.37 

1.40 

1.42 

1.44 

1.47 

1.49 

1.52 

1.54 

18.49 

15 

32 

1.42 

1.44 

1.47 

1.49 

1.52 

1.54 

1.57 

1.59 

19.13 

31 

64 

1.47 

1.49 

1.52 

1.54 

1.57 

1.60 

1.62 

1.65 

19.76 

1 

2 

1.51 

1.54 

1.57 

1.59 

1.62 

1.65 

1.67 

1.70 

20.40 

S3 

64 

1.56 

1.59 

1.62 

1.64 

1.67 

1.70 

1.73 

1.75 

21.04 

1 7 

3 ? 

1.61 

1.64 

1.67 

1.69 

1.72 

1.75 

1.78 

1.81 

21.68 

35 

1T4 

1.66 

1.69 

1.71 

1.74 

1.77 

1.80 

1.83 

1.86 

22.31 

9 

16 

1.70 

1.73 

1.76 

1.79 

1.82 

1.85 

1.88 

1.91 

22.95 


* 




























CAMBRIA STEEL. 481 


WEIGHTS OF FLAT ROLLED STEEL BARS. 


Pounds per Lineal Foot. 

One cubic foot of steel weighs 489.6 pounds. 

For Thicknesses from ^ in. to 2 ins. and Widths from 1 in. to 12M ins. 


Thickness 

in Inches. 

1 " 

l 1 " 

-•-4 

1 A" 
-*■2 

1 3 » 
-*-4 

2 " 

2 j " 

2 f " 

2 f " 

12 " 

1 

1 6 

.213 

.266 

.319 

.372 

.425 

.478 

.531 

.584 

2.55 

1 

8 

.425 

.531 

.638 

.744 

.850 

.956 

1.06 

1.17 

5.10 

3 

1 6 

.638 

.797 

.956 

1.12 

1.28 

1.43 

1.59 

1.75 

7.65 

i 

4 

.850 

1.06 

1.28 

1.49 

1.70 

1.91 

2.13 

2.34 

10.20 

5 

16 

1.06 

1.33 

1.59 

1.86 

2.13 

2.39 

2.66 

2.92 

12.75 

3 

8 

1.28 

1.59 

1.91 

2.23 

2.55 

2.87 

3.19 

3.51 

15.30 

7 

16 

1.49 

1.86 

2.23 

2.60 

2.98 

3.35 

3.72 

4.09 

17.85 

2 

1.70 

2.13 

2.55 

2.98 

3.40 

3.83 

4.25 

4.68 

20.40 

9 

1 6 

1.91 

2.39 

2.87 

3.35 

3.83 

4.30 

4.78 

5.26 

22.95 

5 

8 

2.13 

2.66 

3.19 

3.72 

4.25 

4.78 

5.31 

5.84 

25.50 

11 

1 6 

2.34 

2.92 

3.51 

4.09 

4.68 

5.26 

5.84 

6.43 

28.05 

3 

4 

2.55 

3.19 

3.83 

4.46 

5.10 

5.74 

6.38 

7.01 

30.60 

13 

1 6 

2.76 

3.45 

4.14 

4.83 

5.53 

6.22 

6.91 

7.60 

33.15 

7 

8 

2.98 

3.72 

4.46 

5.21 

5.95 

6.69 

7.44 

8.18 

35.70 

15 

1 s 

3.19 

3.98 

4.78 

5.58 

6.38 

7.17 

7.97 

8.77 

38.25 

1 

3.40 

4.25 

5.10 

5.95 

6.80 

7.65 

8.50 

9.35 

40.80 

Irir 

3.61 

4.52 

5.42 

6.32 

7.23 

8.13 

9.03 

9.93 

43.35 

H 

3.83 

4.78 

5.74 

6.69 

7.65 

8.61 

9.56 

10.52 

45.90 

I - 3 - 

4.04 

5.05 

6.06 

7.07 

8.08 

9.08 

10.09 

11.10 

48.45 

1 1 

A 4 

4.25 

5.31 

6.38 

7.44 

8.50 

9.56 

10.63 

11.69 

51.00 

I - 3 - 

4.46 

5.58 

6.69 

7.81 

8.93 

10.04 

11.16 

12.27 

53.55 

H 

4.68 

5.84 

7.01 

8.18 

9.35 

10.52 

11.69 

12.86 

56.10 

1-^r 

4.89 

6.11 

7.33 

8.55 

9.78 

11.00 

12.22 

13.44 

58.65 

1 A 

1 2 

5.10 

6.38 

7.65 

8.93 

10.20 

11.48 

12.75 

14.03 

61.20 

I- 3 - 

5.31 

6.64 

7.97 

9.30 

10.63 

11.95 

13.28 

14.61 

63.75 

If 

5.53 

6.91 

8.29 

9.67 

11.05 

12.43 

13.81 

15.19 

66.30 

111 

5.74 

7.17 

8.61 

10.04 

11.48 

12.91 

14.34 

15.78 

68.85 

1 A 

1 4 

5.95 

7.44 

8.93 

10.41 

11.90 

13.39 

14.88 

16.36 

71.40 

113 

6.16 

7.70 

9.24 

10.78 

12.33 

13.87 

15.41 

16.95 

73.95 

1 f 

6.38 

7.97 

9.56 

11.16 

12.75 

14.34 

15.94 

17.53 

76.50 

111 

6.59 

8.23 

9.88 

11.53 

13.18 

14.82 

16.47 

18.12 

79.05 

2 

6.80 

8.50 

10.20 

11.90 

13.60 

15.30 

17.00 

18.70 

81.60 
























482 CAMBRIA STEEL. 


WEIGHTS OF FLAT ROLLED STEEL BARS, 

Pounds per Lineal Foot. 

(CONTINUED.) 


Thickness 
ia Inches. 

3 " 

3 \” 

3 Y 

3 f " 

4 " 

4 f " 

4 J " 

4 f 

12 " 

1 

TS - 

.638 

.691 

.744 

.797 

.850 

.903 

.956 

1.01 

2.55 

i 

8 

1.28 

1.38 

1.49 

1.59 

1.70 

1.81 

“ 1.91 

2.20 

5.10 

_3L 

16 

1.91 

2.07 

2.23 

2.39 

2.55 

2.71 

2.87 

3.03 

7.65 

X 

4 

2.55 

2.76 

2.98 

3.19 

3.40 

3.61 

3.83 

4.04 

10.20 

5 

T¥ 

3.19 

3.45 

3.72 

3.98 

4.25 

4.52 

4.78 

5.05 

12.75 

3 

8 

3.83 

4.14 

4.46 

4.78 

5.10 

5.42 

5.74 

6.06 

15.30 

A 

4.46 

4.83 

5.21 

5.58 

5.95 

6.32 

6.69 

7.07 

17.85 

h 

5.10 

5.53 

5.95 

6.38 

6.80 

7.22 

7.65 

8.08 

20.40 

9 

T ¥ 

5.74 

6.22 

6.69 

7.17 

7.65 

8.13 

8.61 

9.08 

22 95 

5 

¥ 

6.38 

6.91 

7.44 

7.97 

8.50 

9.03 

9.56 

10.09 

25.50 

H 

7.01 

7.60 

8.18 

8.77 

9.35 

9.93 

10.52 

11.10 

28.05 

3 

4 

7.65 

8.29 

8.93 

9.56 

10.20 

10.84 

11.48 

12.11 

30.60 

13 

16 

8.29 

8.98 

9.67 

10.36 

11.05 

11.74 

12.43 

13.12 

33.15 

7 

8 

8.93 

9.67 

10.41 

11.16 

11.90 

12.64 

13.39 

14.13 

35.70 

15 

16 

9.56 

10.36 

11.16 

11.95 

12.75 

13.55 

14.34 

15.14 

38.25 

1 

10.20 

11.05 

11.90 

12.75 

13.60 

14.45 

15.30 

16.15 

40.80 

It'S 

10.84 

11.74 

12.64 

13.55 

14.45 

15.35 

16.26 

17.16 

43.35 

H 

11.48 

12.43 

13.39 

14.34 

15.30 

16.26 

17.21 

18.17 

45.90 


12.11 

13.12 

14.13 

15.14 

16.15 

17.16 

18.17 

19.18 

48.45 

n 

12.75 

13.81 

14.88 

15.94 

17.00 

18.06 

19.13 

20.19 

51.00 

1 A 

13.39 

14.50 

15.62 

16.73 

17.85 

18.97 

20.08 

21.20 

53.55 

H 

14.03 

15.19 

16.36 

17.53 

18.70 

19.87 

21.04 

22.21 

56.10 


14.66 

15.88 

17.11 

18,33 

19.55 

20.77 

21.99 

23.22 

58.65 

* 2 

15.30 

16.58 

17.85 

19.13 

20.40 

21.68 

22.95 

24.23 

61.20 

ire 

15.92 

17.27 

18.59 

19.92 

21.25 

22.58 

23.91 

25.23 

63.75 

n 

16.58 

17.96 

19.34 

20.72 

22.10 

23 48 

24.86 

26.24 

66.30 

in 

17.21 

18.65 

20.08 

21.52 

22.95 

24.38 

25.82 

27.25 

68.85 

H 

17.85 

19.34 

20.83 

22.31 

23.80 

25.29 

26.78 

28.26 

71.40 


18.49 

20.03 

21.57 

23.11 

24.65 

26.19 

27.73 

29.27 

73.95 

1 8 

19.13 

20.72 

22.31 

23.91 

25.50 

27.09 

28.69 

30.28 

76.50 

115 

A 16 

19.76 

21.41 

23.06 

24.70 

26.35 

28.00 

29.64 

31.29 

79.05 

2 

20.40 

22.10 

23.80 

25.50 

27.20 

28.90 

30.60 

32.30 

81.60 



























CAMBRIA STEEL. 483 


WEIGHTS OF FLAT ROLLED STEEL BARS. 

Pounds per Lineal Foot. 

(continued.) 


Thickness 
in Inches. 

5" 

5£" 

5*" 

5f" 

6" 

6 ¥ 

6r 

6f" 

12" 

T6 

1.06 

1 . 12 . 

1.17 

1.22 

1.28 

1.33 

1.38 

1.43 

2.55 

1 

8 

2.13 

2.23 

2.34 

2.44 

2.55 

2.66 

2.76 

2.87 

5.10 

3 

1 6 

3.19 

3.35 

3.51 

3.67 

3.83 

3.98 

4.14 

4.30 

7.65 

i 

4 

4.26 

4.46 

4.68 

4.89 

5.10 

5.31 

5.53 

5.74 

10.20 

5 

1 6 

5.31 

5.58 

5.84 

6.11 

6.38 

6.64 

6.91 

7.17 

12.75 

3 

8 

6.38 

6.69 

7.01 

7.33 

7.65 

7.97 

8.29 

8.61 

15.30 

7 

1 8 

7.44 

7.81 

8.18 

8 . 5 & 

8.93 

9.30 

9.67 

10.04 

17.85 

1 

2 

8.50 

8.93 

9.35 

9.78 

10.20 

10.63 

11.05 

11.48 

20.40 

9 

1 8 

9.56 

10.04 

10.52 

11.00 

11.48 

11.95 

12.43 

12.91 

22.95 

5 

8 

10.63 

11.16 

11.69 

12.22 

12.75 

13.28 

13.81 

14.34 

25.50 

11 

1 8 

11.69 

12.27 

12.86 

13.44 

14.03 

14.61 

15.19 

15.78 

28.05 

3 

4 

12.75 

13.39 

14.03 

14.67 

15.30 

15.94 

16.58 

17.21 

30.60 

13 

1 8 

13.81 

14.50 

15.19 

15.88 

16.58 

17.27 

17.96 

18.65 

33.15 

7 

8 

14.88 

15.62 

16.36 

17.11 

17.85 

18.59 

19.34 

20.08 

35.70 

15 

1 8 

15.94 

16.73 

17.53 

18.33 

19.13 

19.92 

20.72 

21.52 

38.25 

1 

17.00 

17.85 

18.70 

19.55 

20.40 

21.25 

22.10 

22.95 

40.80 

1A 

18.06 

18.97 

19.87 

20.77 

21.68 

22.58 

23.48 

24.38 

43.35 

I 8 

19.13 

20.08 

21.04 

21.99 

22.95 

23.91 

24.86 

25.82 

45.90 

1 JL . 

115 

20.19 

21.20 

22.21 

23.22 

24.23 

25.23 

26.24 

27.25 

48.45 

1 4 

21.25 

22.31 

23.38 

24.44 

25.50 

26.56 

27.63 

28.69 

51.00 

1A 

22.31 

23.43 

24.54 

25.66 

26.78 

27.89 

29.01 

30.12 

53.55 

if 

23.38 

24.54 

25.71 

26.88 

28.05 

29.22 

30.39 

31.56 

56.10 

1 _ 3 _ 

24.44 

25.66 

26.88 

28.10 

29.33 

30.55 

31.77 

32.99 

58.65 

1 A 

1 2 

25.50 

26.78 

28.05 

29.33 

30.60 

31.88 

33.15 

34.43 

61.20 

1 _ 9 _ 

26.56 

27.89 

29.22 

30.55 

31.88 

33.20 

34.53 

35.86 

63.75 

If 

27.63 

29.01 

30.39 

31.77 

33.15 

34.53 

35.91 

37.29 

66.30 

144 

28.69 

30.12 

31.56 

32.99 

34.43 

35.86 

37.29 

38.73 

68.85 

1 £ 

1 4 

29.75 

31.24 

32.73 

34.21 

35.70 

37.19 

38.68 

40.16 

71.40 

111 

30.81 

32.35 

33.89 

35.43 

36.98 

38.52 

40.06 

41.60 

73.95 

1 f 

31.88 

33.47 

35.06 

36.66 

38.25 

39.84 

41.44 

43.03 

76.50 

115 

32.94 

34.58 

36.23 

37.88 

39.53 

41.17 

42.82 

44.47 

79.05 

2 

34.00 

35.70 

37.40 

39.10 

40.80 

42.50 

44.20 

45.90 

81.60 



























484 


CAMBRIA STEEL. 


WEIGHTS OF FLAT ROLLED STEEL BARS. 


Pounds per Lineal Foot. 


(continued.) 


Thickness 
in Inches. 

7 " 

7 |" 

n lif 

• 2 

rj 3 If 

8 " 

00 

iH*-* 

8|" 

4 

CO 

12 " 

1 

16 

1.49 

1.54 

1.59 

1.65 

1.70 

1 . 75 . 

1.81 

1.86 

2.55 

i 

8 

2.98 

. 3.08 

3.19 

3.29 

3.40 

3.51 

- 3.61 

3.72 

5.10 

3 

16 

4.46 

4.62 

4.78 

4.94 

5.10 

5.26 

5.42 

5.58 

7.65 

i 

4 

5.95 

6.16 

6.38 

6.59 

6.80 

7.01 

7.23 

7.44 

10.20 

5 

16 

7.44 

7.70 

7.97 

8.23 

8.50 

8.77 

9.03 

9.30 

12.75 

3 

8 

8.93 

9.24 

9.56 

9.88 

10.20 

10.52 

10.84 

11.16 

15.30 

7 

T 6 

10.41 

10.78 

11.16 

11.53 

11.90 

12.27 

12.64 

13.02 

17.85 

1 

2 

11.90 

12.33 

12.75 

13.18 

13.60 

14.03 

14.45 

14.88 

20.40 

9 

16 

13.39 

13.87 

14.34 

14.82 

15.30 

15.78 

16.26 

16.73 

22.95 

5 

8 

14.88 

15.41 

15.94 

16 '. 47 

17.00 

17.53 

18.06 

18.59 

25.50 

11 

16 

16.36 

16.95 

17.53 

18.12 

18.70 

19.28 

19.87 

20.45 

28.05 

3 

4 

17.85 

18.49 

19.13 

19.76 

20.40 

21.04 

21.68 

22.31 

30.60 

13 

16 

19.34 

20.03 

20.72 

21.41 

22.10 

22.79 

23.48 

24.17 

33.15 

7 

8 

20.83 

21.57 

22.31 

23.06 

23.80 

24.54 

25.29 

26.03 

35.70 

15 

16 

22.31 

23.11 

23.91 

24.70 

25.50 

26.30 

27.09 

27.89 

38.25 

1 

23.80 

24.65 

25.50 

26.35 

27.20 

28.05 

28.90 

29.75 

40.80 

1 16 

25.29 

26.19 

27.09 

28.00 

28.90 

29.80 

30.71 

31.61 

43.35 

H 

26.78 

27.73 

28.69 

29.64 

30.60 

31.56 

32.51 

33.47 

45.90 


28.26 

29.27 

30.28 

31.29 

32.30 

33.31 

34.32 

35.33 

48.45 

1 4 

29.75 

30.81 

31.88 

32.94 

34.00 

35.06 

36.13 

37.19 

51.00 

1 16 

31.24 

32.35 

33.47 

34.58 

35.70 

36.82 

37.93 

39.05 

53.55 

1 a. 

A 8 

32.73 

33.89 

35.06 

36.23 

37.40 

38.57 

39.74 

40.91 

56.10 

1-7_ 

1 16 

34.21 

35.43 

36.66 

37.88 

39.10 

40.32 

41.54 

42.77 

58.65 

1 i 

1 2 

35.70 

36.98 

38.25 

39.53 

40.80 

42.08 

43.35 

44.63 

61.20 

1-9- 
1 16 

37.19 

38.52 

39.84 

41.17 

42.50 

43.83 

45.16 

46.48 

63.75 

1 8 

38.68 

40.06 

41.44 

42.82 

44.20 

45.58 

46.96 

48.34 

66.30 

111 

1 16 

40.16 

41.60 

43.03 

44.47 

45.90 

47.33 

48.77 

50.20 

68.85 

1! 

41.65 

43.14 

44.63 

46.11 

47.60 

49.09 

50.58 

52.06 

71.40 

Itt 

43.14 

44.68 

46.22 

47.76 

49.30 

50.84 

52.38 

53.92 

73.95 

i 1 

1 8 

44.63 

46.22 

47.81 

49.41 

51.00 

52.59 

54.19 

55.78 

76.50 

1 15 

1 16 

46.11 

47.76 

49.41 

51.05 

52.70 

54.35 

55.99 

57.64 

79.05 

2 

47.60 

49.30 

51.00 

52.70 

54.40 

56.10 

57.80 

59.50 

81.60 





































CAMBRIA STEEL. 485 


WEIGHTS OF FLAT ROLLED STEEL BARS. 


Pounds per Lineal Foot. 

(continued.) 


Thickness 
in Inches. 

9" 

9|" 

9!" 

9f 

10" 

io|" 

io|" 

10|" 

12" 

1 

16 

1.91 

1.97 

2.02 

2.07 

2.13 

2.18 

2.23 

2.28 

2.55 

1 

8 

3.83 

3.93 

4.04 

4.15 

4.25 

4.36 

4.46 

4.57 

5.10 

_3L 

16 

5.74 

5.90 

6.06 

6.22 

6.38 

6.53 

6.69 

6.85 

7.65 

i 

4 

7.65 

7.86 

8.08 

8.29 

8.50 

8.71 

8.93 

9.14 

10.20 

5 

1 6 

9.56 

9.83 

10.09 

10.36 

10.63 

10.89 

11.16 

11.42 

12.75 

3 

8 

11.48 

11.79 

12.11 

12.43 

12.75 

13.07 

13.39 

13.71 

15.30 

7 

1 6 

13.39 

13.76 

14.13 

14.50 

14.88 

15.25 

15.62 

15.99 

17.85 

1 

2 

15.30 

15.73 

16.15 

• 

16.58 

17.00 

17.43 

17.85 

18.28 

20.40 

9 

1 6 

17.21 

17.69 

18.17 

18.65 

19.13 

19.60 

20.08 

20.56 

22.95 

5 

8 

19.13 

19.66 

20.19 

20.72 

21.25 

21.78 

22.31 

22.84 

25.50 

11 

1 6 

21.04 

21.62 

22.21 

22.79 

23.38 

23.96 

24.54 

25.13 

28.05 

3 

4 

22.95 

23.59 

24.23 

24.86 

25.50 

26.14 

26.78 

27.41 

30.60 

13 

1 6 

24.86 

25.55 

26.24 

26.93 

27.63 

28.32 

29.01 

29.70 

33.15 

7 

8 

26.78 

27.52 

28.26 

29.01 

29.75 

30.49 

31.24 

31.98 

35.70 

15 

1 6 

28.69 

29.48 

30.28 

31.08 

31.88 

32.67 

33.47 

34.27 

38.25 

1 

30.60 

31.45 

32.30 

33.15 

34.00 

34.85 

35.70 

36.55 

40.80 

1* 

32.51 

33.42 

34.32 

35.22 

36.13 

37.03 

37.93 

38.83 

43.35 

u 

34.43 

35.38 

36.34 

37.29 

38.25 

39.21 

40.16 

41.12 

45.90 

1 & 

36.34 

37.35 

38.36 

39.37 

40.38 

41.38 

42.39 

43.40 

48.45 

i 4 

38.25 

39.31 

40.38 

41.44 

42.50 

43.56 

44.63 

45.69 

51.00 

1& 

40.16 

41.28 

42.39 

43.51 

44.63 

45.74 

46.86 

47.97 

53.55 

H 

42.08 

43.24 

44.41 

45.58 

46.75 

47.92 

49.09 

50.26 

56.10 

I 7 

I I 0 

43.99 

45.21 

46.43 

47.65 

48.88 

50.10 

51.32 

52.54 

58.65 

1 a 

1 2 

45.90 

47.18 

48.45 

49.73 

51.00 

52.28 

53.55 

54.83 

61.20 

I- 5 - 

47.81 

49.14 

50.47 

51.80 

53.13 

54.45 

55.78 

57.11 

63.75 

H 

49.73 

51.11 

52.49 

53.87 

55.25 

56.63 

58.01 

59.39 

66.30 

lii 

51.64 

53.07 

54.51 

55.94 

57.38 

58.81 

60.24 

61.68 

68.85 

1 4 

53.55 

55.04 

56.53 

58.01 

59.50 

60.99 

62.48 

63.96 

71.40 

113 

A 16 

1 f 

55.46 

57.38 

57.00 

58.97 

58.54 

60.56 

60.08 

62.16 

61.63 

63.75 

63.17 

65.34 

64.71 

66.94 

66.25 

68.53 

73.95 

76.50 

115. 

59.29 

60.93 

62.58 

64.23 

65.88 

67.52 

69.17 

70.82 

79.05 

2 

61.20 

62.90 

64.60 

66.30 

68.00 

69.70 

71.40 

73.10 

81.60 

























+86 


CAMBRIA STEEL. 


WEIGHTS OF FLAT ROLLED STEEL BARS. 

Pounds per Lineal Foot. 

(concluded.) 


Thick- 









ness in 
Inches. 

11" 

Ilf" 

Ilf" 

Ilf" 

12" 

12f" 

12f" 

12f" 

i 

16 

2.34 

2.39 

2.44 

2.50 

2.55 

2.60 

2.66 

2.71 

1 

8 

4.68 

4.78 

4.89 

4.99 

5.10 

5.21 

" 5.31 

5.42 

3 

T6 

7.01 

7.17 

7.33 

7.49 

7.65 

7.81 

7.97 

8.13 

1 

4 

9.35 

9.56 

9.78 

9.99 

10.20 

10.41 

10.63 

10.84 

5 

16 

11.69 

11.95 

12.22 

12.48 

12.75 

13.02 

13.28 

13.55 

3 

8 

14.03 

14.34 

14.66 

14.98 

15.30 

15.62 

15.94 

16.26 

7 

16 

16.36 

16.73 

17.11 

17.48 

17.85 

18.22 

18.59 

18.97 

1 

18.70 

19.13 

19.55 

19.98 

20.40 

20.83 

21.25 

21.68 

9 

16 

21.04 

21.52 

21.99 

22.47 

22.95 

23.43 

23.91 

24.38 

* 

23.38 

23.91 

24.44 

24.97 

25.50 

26.03 

26.56 

27.09 


25.71 

26.30 

26.88 

27.47 

28.05 

28.63 

29.22 

29.80 

3 

4 

28.05 

28.69 

29.33 

29.96 

30.60 

31.24 

31.88 

32.51 

13 

16 

30.39 

31.08 

31.77 

32.46 

33.15 

33.84 

34.53 

35.22 

7 

s 

32.73 

33.47 

34.21 

34.96 

35.70 

36.44 

37.19 

37.93 

H 

35.06 

35.86 

36.66 

37.45 

38.25 

39.05 

39.84 

40.64 

l 

37.40 

38.25 

39.10 

39.95 

40.80 

41.65 

42.50 

43.35 

Its 

39.74 

40.64 

41.54 

42.45 

43.35 

44.25 

45.16 

46.06 

H 

42.08 

43.03 

43.99 

44.94 

45.90 

46.86 

47.81 

48.77 


44.41 

45.42 

46.43 

47.44 

48.45 

49.46 

50.47 

51.48 

U 

46.75 

47.81 

48.88 

49.94 

51.00 

52.06 

53.13 

54.19 

1A 

49.09 

50.20 

51.32 

52.43 

53.55 

54.67 

55.78 

56.90 

1 1 

51.43 

52.59 

53.76 

54.93 

56.10 

57.27 

58.44 

59.61 


53.76 

54.98 

56.21 

57.43 

58.65 

59.87 

61.09 

62.32 

H 

56.10 

57.38 

58.65 

59.93 

61.20 

62.48 

63.75 

65.03 


58.44 

59.77 

61.09 

62.42 

63.75 

65.08 

66.41 

67.73 

H 

60.78 

62.16 

63.54 

64.92 

66.30 

67.68 

69.06 

70.44 

m 

63.11 

64.55 

65.98 

67.42 

68.85 

70.28 

71.72 

73.15 

If 

65.45 

66.94 

68.43 

69.91 

71.40 

72.89 

74.38 

75.86 

iff 

67.79 

69.33 

70.87 

72.41 

73.95 

75.49 

77.03 

78.57 

H 

70.13 

71.72 

73.31 

74.91 

76.50 

78.09 

79.69 

81.28 

Ilf 

72.46 

74.11 

75.76 

77.40 

79.05 

80.70 

82.34 

83.99 

2 

74.80 

76.50 

78.20 

79.90 

81.60 

83.30 

85.00 

86.70 


The weights for 12" width are repeated on each page to facilitate making the additions necessary to obtain the 
weights of plates of any width greater than 12". Thus, to find the weight of 15%" X K", add the weights 
to be found in the same line for 3% X % and 12 X Vz = 10.41 + 35.70 = 46.11 pounds. Weight of plate 
4' X %" = 4 X 25.50+ 13.81 - 115.81. 

































CAMBRIA STEEL. ’ 487 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


For Diameters from to 100, advancing by Tenths. 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

0.0 



4.0 

12.5664 

12.5664 

.1 

.007854 

.31416 

.1 

13.2025 

12.8805 

.2 

.031416 

.62832 

.2 

13.8544 

13.1947 

.3 

.070686 

.94248 

3 

14.5220 

13.5088 

.4 

.12566 

1.2566 

.4 

15.2053 

13.8230 

.5 

.19635 

1.5708 

.5 

15.9043 

14.1372 

.6 

.28274 

1.8850 

.6 

16.6190 

14.4513 

.7 

.38485 

2.1991 

.7 

17.3494 

14.7655 

.8 

.50265 

2.5133 

.8 

18.0956 

15.0796 

.9 

.63617 

2.8274 

.9 

18.8574 

15.3938 

1.0 

.7854 

3.1416 

5.0 

19.6350 

15.7080 

.1 

.9503 

3.4558 

.1 

20.4282 

16.0221 

.2 

1.1310 

3.7699 

.2 

21.2372 

16.3363 

.3 

1.3273 

4.0841 

.3 

22.0618 

16.6504 

.4 

1.5394 

4.3982 

.4 

22.9022 

16.9646 

.5 

1.7671 

4.7124 

.5 

23.7583 

17.2788 

.6 

2.0106 

5.0265 

.6 

24.6301 

17.5929 

.7 

2.2698 

5.3407 

.7 

25.5176 

17.9071 

.8 

2.5447 

5.6549 

.8 

26.4208 

18.2212 

.9 

2.8353 

5.9690 

.9 

27.3397 

18.5354 

2.0 

3.1416 

6.2832 

6.0 

28.2743 

18.8496 

.1 

3.4636 

6.5973 

.1 

29.2247 

19.1637 

.2 

3.8013 

6.9115 

.2 

30.1907 

19.4779 


4.1548 

7.2257 

.3 

31.1725 

19.7920 

.4 

4.5239 

7.5398 

.4 

32.1699 

20.1062 

.5 

4.9087 

7.8540 

.5 

33.1831 

20.4204 

.6 

5.3093 

8.1681 

.6 

34.2119 

20.7345 

.7 

5.7256 

8.4823 

.7 

35.2565 

21.0487 

.8 

6.1575 

8.7965 

.8 

36.3168 

21.3628 

.9 

6.6052 

9.1106 

.9 

37.3928 

21.6770 

3.0 

7.0686 

9.4248 

7.0 

38.4845 

21.9911 

.1 

7.5477 

9.7389 

.1 

39.5919 

22.3053 

.2 

8.0425 

10.0531 

.2 

40.7150 

22.6195 

.3 

8.5530 

10.3673 

.3 

41.8539 

22.9336 

.4 

9.0792 

10.6814 

.4 

43.0084 

23.2478 

.5 

9.6211 

10.9956 

.5 

44.1786 

23.5619 

.6 

10.1788 

11.3097 

.6 

45.3646 

23.8761 

.7 

10.7521 

11.6239 

.7 

46.5663 

24.1903 

.8 

11.3411 

11.9381 

.8 

47.7836 

24.5044 

.9 

11.9459 

12.2522 

.9 

49.0167 

24.8186 


















488 CAMBRIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


(continued.) 


Diameter . 

Area . 

Circumference . 

Diameter . 

Area . 

Circumference . 

8.0 

50.2655 

25.1327 

12.0 

113.0973 

37.6991 

.1 

51.5300 

25.4469 

.1 

114.9901 

38.0133 

.2 

52.8102 

25.7611 

.2 

116.8987 

38.3274 

.3 

54.1061 

26.0752 

.3 

118.8229 

38.6416 

.4 

55.4177 

26.3894 

.4 

120.7628 

38.9557 

' .5 

56.7450 

26.7035 

.5 

122 T .7185 

39.2699 

.6 

58.0880 

27.0177 

.6 

124.6898 

39.5841 

.7 

59.4468 

27.3319 

.7 

126.6769 

39.8982 

.8 

60.8212 

27.6460 

.8 

128.6796 

40.2124 

.9 

62.2114 

27.9602 

.9 

130.6981 

40.5265 

9.0 

63.6173 

28.2743 

13.0 

132.7323 

40.8407 

.1 

65.0388 

28.5885 

.1 

134.7822 

41.1549 

.2 

66.4761 

28.9027 

.2 

136.8478 

41.4690 

.3 

67.9291 

29.2168 

.3 

138.9291 

41.7832 

.4 

69.3978 

29.5310 

.4 

141.0261 

42.0973 

.5 

70.8822 

29.8451 

.5 

143.1388 

42.4115 

.6 

72.3823 

30.1593 

.6 

145.2672 

42.7257 

.7 

73.8981 

30.4734 

.7 

147.4114 

43.0398 

.8 

75.4296 

30.7876 

.8 

149.5712 

43.3540 

.9 

76.9769 

31.1018 

.9 

151.7468 

43.6681 

10.0 

78.5398 

31.4159 

14.0 

153.9380 

43.9823 

.1 

80.1185 

31.7301 

.1 

156.1450 

44.2965 

.2 

81.7128 

32.0442 

.2 

158.3677 

44.6106 

.3 

83.3229 

32.3584 

.3 

160.6061 

44.9248 

.4 

84.9487 

32.6726 

.4 

162.8602 

45.2389 

.5 

86.5901 

32.9867 

.5 

165.1300 

45.5531 

.6 

88.2473 

33.3009 

.6 

167.4155 

45.8673 

.7 

89.9202 

33.6150 

.7 

169.7167 

46.1814 

.8 

91.6088 

33.9292 

.8 

172.0336 

46.4956 

.9 

93.3132 

34.2434 

.9 

174.3662 

46.8097 

11.0 

95.0332 

34.5575 

15.0 

176.7146 

47.1239 

.1 

96.7689 

34.8717 

.1 

179.0786 

47.4380 

.2 

98.5203 

35.1858 

.2 

181.4584 

47.7522 

.3 

100.2875 

35.5000 

.3 

183.8539 

48.0664 

.4 

102.0703 

35.8142 

.4 

186.2650 

48.3805 

.5 

103.8689 

36.1283 

.5 

188.6919 

48.6947 

.6 

105.6832 

36.4425 

.6 

191.1345 

49.0088 

.7 

107.5132 

36.7566 

.7 

193.5928 

49.3230 

.8 

109.3588 

37.0708 

.8 

196.0668 

49.6372 

.9 

111.2202 

37.3850 

.9 

198.5565 

49.9513 

















CAMBRIA STEEL. 489 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


(CONTINUED.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

16.0 

201.0619 

50.2655 

20.0 

314.1593 

62.8319 

.1 

203.5831 

50.5796 

.1 

317.3087 

63.1460 

.2 

206.1199 

50.8938 

.2 

320.4739 

63.4602 

.3 

208.6724 

51.2080 

.3 

323.6547 

63.7743 

.4 

211.2407 

51.5221 

.4 

326.8513 

64.0885 

.5 

213.8246 

51.8363 

\5 

330.0636 

64.4026 

.6 

216.4243 

52.1504 

.6 

333.2916 

64.7168 

.7 

219.0397 

52.4646 

.7 

336.5353 

65.0310 

.8 

221.6708 

52.7788 

.8 

339.7947 

65.3451 

.9 

224.3176 

53.0929 

.9 

343.0698 

65.6593 

17.0 

226.9801 

53.4071 

21.0 

346.3606 

65.9734 

.1 

229.6583 

53.7212 

.1 

349.6671 

66.2876 

.2 

232.3522 

54.0354 

.2 

352.9893 

66.6018 

.3 

235.0618 

54.3496 

.3 

356.3273 

66.9159 

.4 

237.7871 

54.6637 

.4 

359.6809 

67.2301 

.5 

240.5282 

54.9779 

.5 

363.0503 

67.5442 

.6 

243.2849 

55.2920 

.6 

366.4354 

67.8584 

.7 

246.0574 

55.6062 

.7 

369.8361 

68.1726 

.8 

248.8456 

55.9203 

.8 

373.2526 

68.4867 

.9 

251.6494 

56.2345 

.9 

376.6848 

68.8009 

18.0 

254.4690 

56.5487 

22.0 

380.1327 

69.1150 

.1 

257.3043 

56.8628 

.1 

383.5963 

69.4292 

.2 

260.1553 

57.1770 

.2 

387.0756 

69.7434 

.3 

263.0220 

57.4911 

.3 

390.5707 

70.0575 

.4 

265.9044 

57.8053 

.4 

394.0814 

70.3717 

.5 

268.8025 

58.1195 

.5 

397.6078 

70.6858 

.6 

271.7163 

58.4336 

.6 

401.1500 

71.0000 

.7 

274.6459 

58.7478 

.7 

404.7078 

71.3142 

.8 

277.5911 

59.0619 

.8 

408.2814 

71.6283 

.9 

280.5521 

59.3761 

.9 

411.8706 

71.9425 

19.0 

283.5287 

59.6903 

23.0 

415.4756 

72.2566 

.1 

286.5211 

60.0044 

.1 

419.0963 

72.5708 

.2 

289.5292 

60.3186 

.2 

422.7327 

72.8849 

.3 

292.5530 

60.6327 

.3 

426.3848 

73.1991 

.4 

295.5925 

60.9469 

.4 

430.0526 

73.5133 

.5 

298.6477 

61.2611 

.5 

433.7361 

73.8274 

.6 

301.7186 

61.5752 

.6 

437.4354 

74.1416 

.7 

304.8052 

61.8894 

.7 

441.1503 

74.4557 

.8 

307.9075 

62.2035 

.8 

444.8809 

74.7699 

.9 

311.0255 

62.5177 

.9 

448.6273 

75.0841 

















490 CAMBRIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


(continued.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Ciroumference. 

24.0 

452.3893 

75.3982 

28.0 

615.7522 

87.9646 

.1 

456.1671 

75.7124 

.1 

620.1582 

88.2788 

.2 

459.9606 

76.0265 

.2 

624.5800 

88.5929 

.3 

463.7698 

76.3407 

.3 

629.0175 

88.9071 

.4 

467.5946 

76.6549 

.4 

633.4707 

89.2212 

.5 

471.4352 

76.9690 

.5 

637.9397 

89.5354 

.6 

475.2916 

77.2832 

.6 

642.4243 

89.8495 

.7 

479.1636 

77.5973 

.7 

646.9246 

90.1637 

.8 

483.0513 

77.9115 

.8 

651.4406 

90.4779 

.9 

486.9547 

78.2257 

.9 

655.9724 

90.7920 

25.0 

490.8739 

78.5398 

29.0 

660.5199 

91.1062 

.1 

494.8087 

78.8540 

.1 

665.0830 

91.4203 

.2 

498.7592 

79.1681 

.2 

669.6619 

91.7345 

.3 

502.7255 

79.4823 

.3 

674.2565 

92.0487 

.4 

506.7075 

79.7965 

.4 

678.8668 

92.3628 

.5 

510.7052 

80.1106 

.5 

683.4927 

92.6770 

.6 

514.7185 

80.4248 

.6 

688.1345 

92.9911 

.7 

518.7476 

80.7389 

.7 

692.7919 

93.3053 

.8 

522.7924 

81.0531 

.8 

697.4650 

93.6195 

.9 

526.8529 

81.3672 

.9 

702.1538 

93.9336 

26.0 

530.9292 

81.6814 

30.0 

706.8583 

94.2478 

.1 

535.0211 

81.9956 

.1 

711.5786 

94.5619 

.2 

539.1287 

82.3097 

.2 

716.3145 

94.8761 

.3 

543.2521 

82.6239 

.3 

721.0662 

95.1903 

.4 

547.3911 

82.9380 

.4 

725.8336 

95.5044 

.5 

551.5459 

83.2522 

.5 

730.6167 

95.8186 

.6 

555.7163 

83.5664 

.6 

735.4154 

96.1327 

.7 

559.9025 

83.8805 

.7 

740.2299 

96.4469 

.8 

564.1044 

84.1947 

.8 

745.0601 

96.7611 

.9 

568.3220 

84.5088 

.9 

749.9060 

97.0752 

27.0 

572.5553 

84.8230 

31.0 

754.7676 

97.3894 

.1 

576.8043 

85.1372 

.1 

759.6450 

97.7035 

.2 

581.0690 

85.4513 

.2 

764.5380 

98.0177 

.3 

585.3494 

85.7655 

.3 

769.4467 

98.3319 

.4 

589.6455 

86.0796 

.4 

774.3712 

98.6460 

.5 

593.9574 

86.3938 

.5 

779.3113 

98.9602 

.6 

598.2849 

86.7080 

.6 

784.2672 

99.2743 

.7 

602.6282 

87.0221 

.7 

789.2388 

99.5885 

.8 

606.9871 

87.3363 

.8 

794.2260 

99.9026 

.9 

611.3618 

87.6504 

.9 

799.2290 

100.2168 

















CAMBRIA STEEL. 


491 


AREAS AND CIRCUMFERENCES OF CIRCLES. 

(continued.) 


Diameter. 

Area. 

Ciroumference. 

32.0 

804.2477 

100.5310 

.1 

809.2821 

100.8451 

.2 

814.3322 

101.1593 

.3 

819.3980 

101.4734 

.4 

824.4796 

101.7876 

.5 

829.5768 

102.1018 

.6 

834.6897 

102.4159 

.7 

839.8184 

102.7301 

.8 

844.9628 

103.0442 

.9 

850.1229 

103.3584 

33.0 

855.2986 

103.6726 

.1 

860.4902 

103.9867 

.2 

865.6973 

104.3009 

.3 

870.9202 

104.6150 

.4 

876.1588 

104.9292 

.5 

881.4131 

105.2434 

.6 

886.6831 

105.5575 

.7 

891.9688 

105.8717 

.8 

897.2703 

106.1858 

.9 

902.5874 

106.5000 

34.0 

907.9203 

106.8142 

.1 

913.2688 

107.1283 

.2 

918.6331 

107.4425 

.3 

924.0131 

107.7566 

.4 

929.4088 

108.0708 

.5 

934.8202 

108.3849 

.6 

940.2473 

108.6991 

.7 

945.6901 

109.0133 

.8 

951.1486 

109.3274 

.9 

956.6228 

109.6416 

35.0 

962.1127 

109.9557 

.1 

967.6184 

110.2699 

.2 

973.1397 

110.5841 

.3 

978.6768 

110.8982 

.4 

984.2296 

111.2124 

.5 

989.7980 

111.5265 

.6 

995.3822 

111.8407 

7 

• i 

1000.9821 

112.1549 

.8 

1006.5977 

112.4690 

.9 

1012.2290 

112.7832 


Diameter. 

Area. 

Circumference 

36.0 

1017.8760 

113.0973 

.1 

1023.5387 

113.4115 

.2 

1029.2172 

113.7257 

.3 

1034.9113 

114.0398 

.4 

1040.6211 

114.3540 

.5 

1046.3467 

114.6681 

.6 

1052.0880 

114.9823 

.7 

1057.8449 

115.2965 

.8 

1063.6176 

115.6106 

.9 

1069.4060 

115.9248 

37.0 

1075.2101 

116.2389 

.1 

1081.0299 

116.5531 

.2 

1086.8654 

116.8672 

.3 

1092.7166 

117.1814 

.4 

1098.5835 

117.4956 

.5 

1104.4662 

117.8097 

.6 

1110.3645 

118.1239 

.7 

1116.2786 

118.4380 

.8 

1122.2083 

118.7522 

.9 

1128.1538 

119.0664 

38.0 

1134.1149 

119.3805 

.1 

1140.0918 

119.6947 

.2 

1146.0844 

120.0088 

.3 

1152.0927 

120.3230 

.4 

1158.1167 

120.6372 

.5 

1164.1564 

120.9513 

.6 

1170.2118 

121.2655 

.7 

1176.2830 

121.5796 

.8 

1182.3698 

121.8938 

.9 

1188.4723 

122.2080 

39.0 

1194.5906 

122.5221 

.1 

1200.7246 

122.8363 

.2 

1206.8742 

123.1504 

.3 

1213.0396 

123.4646 

.4 

1219.2207 

123.7788 

.5 

1225.4175 

124.0929 

.6 

1231.6300 

124.4071 

.7 

1237.8582 

124.7212 

.8 

1244.1021 

125.0354 

.9 

1250.3617 

125.3495 

















492 CAMBRIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


(continued.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

40.0 

1256.6371 

125.6637 

44.0 

1520.5308 

138.2301 

.1 

1262.9281 

125.9779 

.1 

1527.4502 

138.5442 

.2 

1269.2348 

126.2920 

.2 

1534.3853 

138.8584 

.3 

1275.5573 

126.6062 

.3 

1541.3360 

139.1726 

.4 

1281.8955 

126.9203 

.4 

1548.3025 

139.4867 

.5 

1288.2493 

127.2345 

.5 

1555.2847 

139.8009 

.6 

1294.6189 

127.5487 

.6 

1562.2826 

140.1150 

.7 

1301.0042 

127.8628 

.7 

1569.2962 

140.4292 

.8 

1307.4052 

128.1770 

.8 

1576.3255 

140.7434 

.9 

1313.8219 

128.4911 

.9 

1583.3705 

141.0575 

41.0 

1320.2543 

128.8053 

45.0 

1590.4313 

141.3717 

.1 

1326.7024 

129.1195 

.1 

1597.5077 

141.6858 

.2 

1333.1663 

129.4336 

.2 

1604.5999 

142.0000 

.3 

1339.6458 

129.7478 

.3 

1611.7077 

142.3141 

.4 

1346.1410 

130.0619 

.4 

1618.8313 

142.6283 

.5 

1352.6520 

130.3761 

.5 

1625.9705 

142.9425 

.6 

1359.1786 

130.6903 

.6 

1633.1255 

143.2566 

.7 

1365.7210 

131.0044 

.7 

1640.2962 

143.5708 

.8 

1372.2791 

131.3186 

.8 

1647.4826 

143.8849 

.9 

1378.8529 

131.6327 

.9 

1654.6847 

144.1991 

42.0 

1385.4424 

131.9469 

46.0 

1661.9025 

144.5133 

.1 

1392.0476 

132.2611 

.1 

1669.1360 

144.8274 

.2 

1398.6685 

132.5752 

.2 

1676.3852 

145 . 1416 ' 

.3 

1405.3051 

132.8894 

.3 

1683.6502 

145.4557 

.4 

1411.9574 

133.2035 

.4 

1690.9308 

145.7699 

.5 

1418.6254 

133.5177 

.5 

1698.2272 

146.0841 

.6 

1425.3092 

133.8318 

.6 

1705.5392 

146.3982 

.7 

1432.0086 

134.1460 

.7 

1712.8670 

146.7124 

.8 

1438.7238 

134.4602 

.8 

1720.2105 

147.0265 

.9 

1445.4546 

134.7743 

.9 

1727.5696 

147.3407 

43.0 

1452.2012 

135.0885 

47.0 

1734.9445 

147.6549 

.1 

1458.9635 

135.4026 

.1 

1742.3351 

147.9690 

.2 

1465.7415 

135.7168 

.2 

1749.7414 

148.2832 

.3 

1472.5352 

136.0310 

.3 

1757.1634 

148.5973 

.4 

1479.3446 

136.3451 

.4 

1764.6012 

148.9115 

.5 

1486.1697 

136.6593 

.5 

1772.0546 

149.2257 

.6 

1493.0105 

136.9734 

• .6 

1779.5237 

149.5398 

.7 

1499.8670 

137.2876 

.7 

1787.0086 

149.8540 

.8 

1506.7392 

137.6018 

.8 

1794.5091 

150.1681 

.9 

1513.6272 

137.9159 

.9 

1802.0254 

’ 150.4823 



















CAMBRIA STEEL. 


493 


AREAS AND CIRCUMFERENCES OF CIRCLES. 

(continued.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

48.0 

1809.5574 

150.7964 

52.0 

2123.7166 

163.3628 

.1 

1817.1050 

151.1106 

.1 

2131.8926 

163.6770 

.2 

1824.6684 

151.4248 

.2 

2140.0843 

163.9911 

.3 

1832.2475 

151.7389 

.3 

2148.2917 

164.3053 

.4 

1839.8423 

152.0531 

.4 

2156.5149 

164.6195 

.5 

1847.4528 

152.3672 

.5 

2164.7537 

164.9336 

.6 

1855.0790 

152.6814 

.6 

2173.0082 

165.2478 

.7 

1862.7210 

152.9956 

.7 

2181.2785 

165.5619 

.8 

1870.3786 

153.3097 

.8 

2189.5644 

165.8761 

.9 

1878.0519 

153.6239 

.9 

2197.8661 

166.1903 

49.0 

1885.7410 

153.9380 

53.0 

2206.1834 

166.5044 

.1 

1893.4457 

154.2522 

.1 

2214.5165 

166.8186 

.2 

1901.1662 

154.5664 

.2 

2222.8653 

167.1327 

.3 

1908.9024 

154.8805 

.3 

2231.2298 

167.4469 

.4 

1916.6543 

155.1947 

.4 

2239.6100 

167.7610 

.5 

1924.4218 

155.5088 

.5 

2248.0059 

168.0752 

.6 

1932.2051 

155.8230 

.6 

2256.4175 

168.3894 

.7 

1940.0041 

156.1372 

.7 

2264.8448 

168.7035 

.8 

1947.8189 

156.4513 

.8 

2273.2879 

169.0177 

.9 

1955.6493 

156.7655 

.9 

2281.7466 

169.3318 

50.0 

1963.4954 

157.0796 

54.0 

2290.2210 

169.6460 

.1 

1971.3572 

157.3938 

.1 

2298.7112 

169.9602 

.2 

1979.2348 

157.7080 

.2 

2307.2171 

170.2743 

.3 

1987.1280 

158.0221 

.3 

2315.7386 

170.5885 

.4 

1995.0370 

158.3363 

.4 

2324.2759 

170.9026 

.5 

2002.9617 

158.6504 

.5 

2332.8289 

171.2168 

.6 

2010.9020 

158.9646 

.6 

2341.3976 

171.5310 

.7 

2018.8581 

159.2787 

.7 

2349.9820 

171.8451 

.8 

2026.8299 

159.5929 

.8 

2358.5821 

172.1593 

.9 

2034.8174 

159.9071 

.9 

2367.1979 

172.4734 

51.0 

2042.8206 

160.2212 

55.0 

2375.8294 

172.7876 

.1 

2050.8395 

160.5354 

.1 

2384.4767 

173.1018 

.2 

2058.8742 

160.8495 

.2 

2393.1396 

173.4159 

.3 

2066.9245 

161.1637 

.3 

2401.8183 

173.7301 

.4 

2074.9905 

161.4779 

.4 

2410.5126 

174.0442 

.5 

2083.0723 

161.7920 

.5 

2419.2227 

174.3584 

.6 

2091.1697 

162.1062 

.6 

2427.9485 

174.6726 

.7 

2099.2829 

162.4203 

.7 

2436.6899 

174.9867 

.8 

2107.4118 

162.7345 

.8 

2445.4471 

175.3009 

.9 

2115.5563 

163.0487 

.9 

2454.2200 

175.6150 



















494 


CAMBRIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


(continued.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

56.0 

2463.0086 

175.9292 

60.0 

2827.4334 

188.4956 

.1 

2471.8129 

176.2433 

.1 

2836.8660 

188.8097 

.2 

2480.6330 

176.5575 

.2 

2846.3143 

189.1239 

.3 

2489.4687 

176.8717 

.3 

2855.7784 

189.4380 

.4 

2498.3201 

177.1858 

.4 

2865.2582 

189.7522 

.5 

2507.1873 

177.5000 

.5 

2874.7536 

190.0664 

.6 

2516.0701 

177.8141 

.6 

2884.2648 

190.3805 

.7 

2524.9687 

178.1283 

.7 

2893.7917 

190.6947 

.8 

2533.8830 

178.4425 

.8 

2903.3343 

191.0088 

.9 

2542.8129 

178.7566 

.9 

2912.8925 

191.3230 

57.0 

2551.7586 

179.0708 

61.0 

2922.4666 

191.6372 

.1 

2560.7200 

179.3849 

.1 

2932.0563 

191.9513 

.2 

2569.6971 

179.6991 

.2 

2941.6617 

192.2655 

.3 

2578.6899 

180.0133 

.3 

2951.2828 

192.5796 

.4 

2587.6984 

180.3274 

.4 

2960.9196 

192.8938 

.5 

2596.7227 

180.6416 

.5 

2970.5722 

193.2079 

.6 

2605.7626 

180.9557 

.6 

2980.2404 

193.5221 

.7 

2614.8182 

181.2699 

.7 

2989.9244 

193.8363 

.8 

2623.8896 

181.5841 

.8 

2999.6241 

194.1504 

.9 

2632.9766 

181.8982 

.9 

3009.3394 

194.4646 

58.0 

2642.0794 

182.2124 

62.0 

3019.0705 

194.7787 

.1 

2651.1979 

182.5265 

.1 

3028.8173 

195.0929 

.2 

2660.3321 

182.8407 

.2 

3038.5798 

195.4071 

.3 

2669.4820 

183.1549 

.3 

3048.3580 

195.7212 

.4 

2678.6475 

183.4690 

.4 

3058.1519 

196.0354 

.5 

2687.8289 

183.7832 

.5 

3067.9616 

196.3495 

.6 

2697.0259 

184.0973 

.6 

3077.7869 

196.6637 

.7 

2706.2386 

184.4115 

.7 

3087.6279 

196.9779 

.8 

2715.4670 

184.7256 

.8 

3097.4847 

197.2920 

.9 

2724.7112 

185.0398 

.9 

3107.3571 

197.6062 

59.0 

2733.9710 

185.3540 

63.0 

3117.2453 

197.9203 

.1 

2743.2465 

185.6681 

.1 

3127.1492 

198.2345 

.2 

2752.5378 

185.9823 

.2 

3137.0687 

198.5487 

.3 

2761.8448 

186.2964 

.3 

3147.0040 

198.8628 

.4 

2771.1675 

186.6106 

.4 

3156.9550 

199.1770 

.5 

2780.5058 

186.9248 

.5 

3166.9217 

199.4911 

.6 

2789.8599 

187.2389 

.6 

3176.9041 

199.8053 

.7 

2799.2297 

187.5531 

.7 

3186.9023 

200.1195 

.8 

2808.6152 

187.8672 

.8 

3196.9161 

200.4336 

.9 

2818.0165 

188.1814 

.9 

3206.9456 

200.7478 




















CAMBRIA STEEL. 495 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


(continued.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

64.0 

3216.9909 

201.0620 

68.0 

3631.6811 

213.6283 

.1 

3227.0518 

201.3761 

.1 

3642.3704 

213.9425 

.2 

3237.1285 

201.6902 

.2 

3653.0753 

214.2566 

.3 

3247.2208 

202.0044 

.3 

3663.7960 

214.5708 

.4 

3257.3289 

202.3186 

.4 

3674.5324 

214.8849 

.5 

3267.4527 

202.6327 

.5 

3685.2845 

215.1991 

.6 

3277.5922 

202.9469 

.6 

3696.0523 

215.5133 

.7 

3287.7474 

203.2610 

.7 

3706.8358 

215.8274 

.8 

3297.9183 

203.5752 

.8 

3717.6351 

216.1416 

.9 

3308.1049 

203.8894 

.9 

3728.4500 

216.4556 

65.0 

3318.3072 

204.2035 

69.0 

3739.2807 

216.7699 

.1 

3328.5253 

204.5177 

.1 

3750.1270 

217.0841 

.2 

3338.7590 

204.8318 

.2 

3760.9890 

217.3982 

.3 

3349.0084 

205.1460 

.3 

3771.8668 

217.7124 

.4 

3359.2736 

205.4602 

.4 

3782.7603 

218.0265 

.5 

3369.5545 

205.7743 

.5 

3793.6695 

218.3407 

.6 

3379.8510 

206.0885 

.6 

3804.5944 

218.6548 

.7 

3390.1633 

206.4026 

.7 

3815.5349 

218.9690 

.8 

3400.4913 

206.7168 

.8 

3826.4913 

219.2832 

.9 

3410.8350 

207.0310 

.9 

3837.4633 

219.5973 

66.0 

3421.1944 

207.3451 

70.0 

3848.4510 

219.9115 

.1 

3431.5695 

207.6593 

.1 

3859.4544 

220.2256 

.2 

3441.9603 

207.9734 

.2 

3870.4735 

220.5398 

.3 

3452.3668 

208.2876 

.3 

3881.5084 

220.8540 

.4 

3462.7891 

208.6017 

.4 

3892.5589 

221.1681 

.5 

3473.2270 

208.9159 

.5 

3903.6252 

221.4823 

.6 

3483.6807 

209.2301 

.6 

3914.7072 

221.7964 

.7 

3494.1500 

209.5442 

.7 

3925.8048 

222.1106 

.8 

3504.6351 

209.8584 

.8 

3936.9182 

222.4248 

.9 

3515.1359 

210.1725 

.9 

3948.0473 

222.7389 

67.0 

3525.6523 

210.4867 

71.0 

3959.1921 

223.0531 

.1 

3536.1845 

210.8009 

.1 

3970.3526 

223.3672 

.2 

3546.7324 

211.1150 

.2 

3981.5288 

223.6814 

.3 

3557.2960 

211.4292 

.3 

3992.7208 

223.9956 

.4 

3567.8753 

211.7433 

.4 

4003.9284 

224.3097 

.5 

3578.4704 

212.0575 

.5 

4015.1517 

224.6239 

.6 

3589.0811 

212.3717 

.6 

4026.3908 

224.9380 

.7 

3599.7075 

212.6858 

.7 

4037.6455 

225.2522 

.8 

3610.3497 

213.0000 

.8 

4048.9160 

225.5664 

.9 

3621.0075 

213.3141 

.9 

4060.2022 

225.8805 


















496 


CAMBRIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 

(continued.) 


Diameter. 

Area. 

Circumference. 

72.0 

4071.5041 

226.1947 

.1 

4082.8216 

226.5088 

.2 

4094.1549 

226.8230 

.3 

4105.5039 

227.1371 

.4 

4116.8687 

227.4513 

.5 

4128.2491 

227.7655 

.6 

4139.6452 

228.0796 

.7 

4151.0570 

228.3938 

.8 

4162.4846 

228.7079 

.9 

4173.9278 

229.0221 

73.0 

4185.3868 

229.3363 

.1 

4196.8615 

229.6504 

.2 

4208.3518 

229.9646 

.3 

4219.8579 

230.2787 

.4 

4231.3797 

230.5929 

.5 

4242.9172 

230.9071 

.6 

4254.4704 

231.2212 

.7 

4266.0393 

231.5354 

.8 

4277.6240 

231.8495 

.9 

4289.2243 

232.1637 

74.0 

4300.8403 

232.4779 

.1 

4312.4721 

232.7920 

.2 

4324.1195 

233.1062 

.3 

4335.7827 

233.4203 

.4 

4347.4616 

233.7345 

.5 

4359.1562 

234.0487 

.6 

4370.8664 

234.3628 

.7 

4382.5924 

234.6770 

.8 

4394.3341 

234.9911 

.9 

4406.0915 

235.3053 

75.0 

4417.8647 

235.6194 

.1 

4429.6535 

235.9336 

.2 

4441.4580 

236.2478 

.3 

4453.2783 

236.5619 

.4 

4465.1142 

236.8761 

.5 

4476.9659 

237.1902 

.6 

4488.8332 

237.5044 

.7 

4500.7163 

237.8186 

.8 

4512 . 6151 , 

238.1327 

.9 

4524.5296 

238.4469 


Diameter. 

Area. 

Circumference. 

76.0 

4536.4598 

238.7610 

.1 

4548.4057 

239.0752 

.2 

4560.3673 

239.3894 

.3 

4572.3446 

239.7035 

.4 

4584.3376 

240.0177 

.5 

4596.3464 

240.3318 

.6 

4608.3708 

240.6460 

.7 

4620.4110 

240.9602 

.8 

4632.4668 

241.2743 

.9 

4644.5384 

241.5885 

77.0 

4656.6257 

241.9026 

.1 

4668.7287 

242.2168 

.2 

4680.8474 

242.5310 

.3 

4692.9818 

242.8451 

.4 

4705.1319 

243.1592 

.5 

4717.2977 

243.4734 

.6 

4729.4792 

243.7876 

.7 

4741.6765 

244.1017 

.8 

4753.8894 

244.4159 

.9 

4766.1180 

244.7301 

78.0 

4778.3624 

245.0442 

.1 

4790.6225 

245.3584 

.2 

4802.8982 

245.6725 

.3 

4815.1897 

245.9867 

.4 

4827.4969 

246.3009 

.5 

4839.8198 

246.6150 

.6 

4852.1584 

246.9292 

.7 

4864.5127 

247.2433 

.8 

4876.8828 

247.5575 

.9 

4889.2685 

247.8717 

79.0 

4901.6699 

248 . 1858 . 

.1 

4914.0871 

248.5000 

.2 

4926.5199 

248.8141 

.3 

4938.9685 

249.1283 

.4 

4951.4328 

249.4425 

.5 

4963.9127 

249.7566 

.6 

4976.4084 

250.0708 

.7 

4988.9198 

250.3849 

.8 

5001.4469 

250.6991 

.9 

5013.9897 

251.0133 

















CAMBRIA STEEL. 497 

AREAS AND CIRCUMFERENCES OF CIRCLES. 

(continued.) 


Diameter. 

Area. 

Circumference. 

80.0 

5026.5482 

251.3274 

.1 

5039.1224 

251.6416 

.2 

5051.7124 

251.9557 

.3 

5064.3180 

252.2699 

.4 

5076.9394 

252.5840 

.5 

5089.5764 

252.8982 

.6 

5102.2292 

253.2124 

.7 

5114.8977 

253.5265 

.8 

5127.5818 

253.8407 

.9 

5140.2817 

254.1548 

81.0 

5152.9973 

254.4690 

.1 

5165.7286 

254.7832 

.2 

5178.4756 

255.0973 

.3 

5191.2384 

255.4115 

.4 

5204.0168 

255.7256 

.5 

5216.8109 

256.0398 

.6 

5229.6208 

256.3540 

.7 

5242.4463 

256.6681 

.8 

5255.2876 

256.9823 

.9 

5268.1446 

257.2964 

82.0 

5281.0172 

257.6106 

.1 

5293.9056 

257.9248 

.2 

5306.8097 

258.2389 

.3 

5319.7295 

258.5531 

.4 

5332.6650 

258.8672 

.5 

5345.6162 

259.1814 

.6 

5358.5832 

259.4956 

.7 

5371.5658 

259.8097 

.8 

5384.5641 

260.1239 

.9 

5397.5782 

260.4380 

83.0 

5410.6079 

260.7522 

.1 

5423.6534 

261.0663 

.2 

5436.7146 

261.3805 

.3 

5449.7914 

261.6947 

.4 

5462.8840 

262.0088 

.5 

5475.9923 

262.3230 

.6 

5489.1163 

262.6371 

.7 

5502.2560 

262.9513 

.8 

5515.4115 

263.2655 

.9 

5528.5826 

263.5796 


Diameter. 

Area. 

Circumference. 

84.0 

5541.7694 

263.8938 

.1 

5554.9720 

264.2079 

.2 

5568.1902 

264.5221 

.3 

5581.4242 

264.8363 

.4 

5594.6738 

265.1504 

.5 

5607.9392 

265.4646 

.6 

5621.2203 

265.7787 

.7 

5634.5171 

266.0929 

.8 

5647.8296 

266.4071 

.9 

5661.1578 

266.7212 

85.0 

5674.5017 

267.0354 

.1 

5687.8613 

267.3495 

.2 

5701.2367 

267.6637 

.3 

5714.6277 

267.9779 

.4 

5728.0344 

268.2920 

.5 

5741.4569 

268.6062 

.6 

5754.8951 

268.9203 

.7 

5768.3489 

269.2345 

.8 

5781.8185 

269.5486 

.9 

5795.3038 

269.8628 

86.0 

5808.8048 

270.1770 

.1 

5822.3215 

270.4911 

.2 

5835.8539 

270.8053 

.3 

5849.4020 

271.1194 

.4 

5862.9659 

271.4336 

.5 

5876.5454 

271.7478 

.6 

5890.1406 

272.0619 

.7 

5903.7516 

272.3761 

.8 

5917.3782 

272.6902 

.9 

5931.0206 

273.0044 

87.0 

5944.6787 

273.3186 

.1 

5958.3525 

273.6327 

.2 

5972.0419 

273.9469 

.3 

5985.7471 

274.2610 

.4 

5999.4680 

274.5752 

.5 

6013.2047 

274.8894 

.6 

6026.9570 

275.2035 

.7 

6040.7250 

. 275.5177 

.8 

6054.5088 

275.8318 

.9 

6068.3082 

276.1460 
















498 CAMBRIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


(continued.) 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

88.0 

6082.1234 

276.4602 

92.0 

6647.6100 

289.0265 

.1 

6095.9542 

276.7743 

.1 

6662.0692 

289.3407 

.2 

6109.8008 

277.0885 

.2 

6676.5441 

289.6548 

.3 

6123.6631 

277.4026 

.3 

6691.0347 

289.9690 

.4 

6137.5410 

277.7168 

.4 

6705.5410 

290.2832 

.5 

6151.4347 

278.0309 

.5 

6720.0630 

290.5973 

.6 

6165.3441 

278.3451 

.6 

6734.6007 

290.9115 

.7 

6179.2692 

278.6593 

.7 

6749.1542 

291.2256 

.8 

6193.2101 

278.9734 

.8 

6763.7233 

291.5398 

.9 

6207.1666 

279.2876 

.9 

6778.3081 

291.8540 

89.0 

6221.1388 

279.6017 

93.0 

6792.9087 

292.1681 

.1 

6235.1268 

279.9159 

.1 

6807.5249 

292.4823 

.2 

6249.1304 

280.2301 

.2 

6822.1569 

292.7964 

.3 

6263.1498 

280.5442 

.3 

6836.8046 

293.1106 

.4 

6277.1848 

280.8584 

.4 

6851.4680 

293.4248 

.5 

6291.2356 

281.1725 

.5 

6866.1471 

293.7389 

.6 

6305.3021 

281.4867 

.6 

6880.8419 

294.0531 

.7 

6319.3843 

281.8009 

.7 

6895.5524 

294.3672 

.8 

6333.4822 

282.1150 

.8 

6910.2786 

294.6814 

.9 

6347.5958 

282.4292 

.9 

6925.0205 

294.9956 

90.0 

6361.7251 

282.7433 

94.0 

6939.7781 

295.3097 

.1 

6375.8701 

283.0575 

.1 

6954.5515 

295.6239 

.2 

6390.0308 

283.3717 

.2 

6969.3405 

295.9380 

.3 

6404.2073 

283.6858 

.3 

6984.1453 

296.2522 

.4 

6418.3994 

284.0000 

.4 

6998.9657 

296.5663 

.5 

6432.6073 

284.3141 

.5 

7013.8019 

296.8805 

.6 

6446.8308 

284.6283 

.6 

7028.6538 

297.1947 

.7 

6461.0701 

284.9425 

.7 

7043.5214 

297.5088 

.8 

6475.3251 

285.2566 

.8 

7058.4047 

297.8230 

.9 

6489.5958 

285.5708 

.9 

7073.3037 

298.1371 

91.0 

6503.8822 

285.8849 

95.0 

7088.2184 

298.4513 

.1 

6518.1843 

286.1991 

.1 

7103.1488 

298.7655 

.2 

6532.5021 

286.5132 

.2 

7118.0949 

299.0796 

.3 

6546.8356 

286.8274 

.3 

7133.0568 

299.3938 

.4 

6561.1848 

287.1416 

.4 

7148.0343 

299.7079 

.5 

6575.5497 

287.4557 

.5 

7163.0276 

300.0221 

.6 

6589.9304 

287.7699 

.6 

7178.0365 

300.3363 

.7 

6604.3267 

288.0840 

.7 

7193.0612 

300.6504 

.8 

6618.7388 

288.3982 

.8 

7208.1016 

' 300.9646 

.9 

6633.1666 

288.7124 

.9 

7223.1577 

301.2787 



















CAMBRIA STEEL. 


499 


AREAS AND CIRCUMFERENCES OF CIRCLES. 

(concluded.) 


Diameter. 

Area. 

Circumference. 

• 96.0 

7238.2294 

301.5929 

.1 

7253.3169 

301.9071 

.2 

7268.4201 

302.2212 

.3 

7283.5391 

302.5354 

.4 

7298.6737 

302.8495 

.5 

7313.8240 

303.1637 

.6 

7328.9901 

303.4779 

.7 

7344.1718 

303.7920 

.8 

7359.3693 

304.1062 

.9 

7374.5824 

304.4203 

97.0 

7389.8113 

304.7345 

.1 

7405.0559 

305.0486 

.2 

7420.3162 

305.3628 

.3 

7435.5921 

305.6770 

.4 

7450.8838 

305.9911 

.5 

7466.1913 

306.3053 

.6 

7481.5144 

306.6194 

.7 

7496.8532 

306.9336 

.8 

7512.2077 

307.2478 

.9 

7527.5780 

307.5619 


Diameter. 

Area. 

Ciroumferenee. 

98.0 

7542.9639 

307.8761 

.1 

7558.3656 

308.1902 

.2 

7573.7830 

308.5044 

.3 

7589.2161 

308.8186 

.4 

7604.6648 

309.1327 

.5 

? 7620.1293 

309.4469 

.6 

7635.6095 

309.7610 

.7 

7651.1054 

310.0752 

.8 

7666.6170 

310.3894 

.9 

7682.1443 

310.7035 

99.0 

7697.6874 

311.0177 

.1 

7713.2461 

311.3318 

.2 

7728.8205 

311.6460 

.3 

7744.4107 

311.9602 

.4 

7760.0166 

312.2743 

.5 

7775.6381 

312.5885 

.6 

7791.2754 

312.9026 

.7 

7806.9284 

313.2168 

.8 

7822.5971 

313.5309 

.9 

7838.2815 

313.8451 

100.0 

7853.9816 

314.1593 


To find from the table areas or circumferences for larger diameters than those 
given. 

Case I. 

For diameters greater than 100 and less than 1001: 

Take from the table the area or circumference for a circle the diameter of 
which is one-tenth of the given diameter. 

To obtain the required area or circumference, multiply the area so found by 
100 and the circumference so found by 10. 

For Example.—What is the area and circumference corresponding to a 
diameter of 459? 

From the tables the area and circumference for diameter 45.9 are 1 654.6847 
and 144.1991. Therefore 165 468.47 and 1 441.991 are the area and circum¬ 
ference required. 

Case II. 


For diameters greater than 1000: 

Divide the given diameter by any convenient factor which will give as a 
quotient a diameter found in the table, and take from the table the area or 
circumference for this diameter. 

To obtain the required area or circumference multiply the area so found by 
the square of the factor and the circumference so found by the factor. 

For Example.—What is the area and circumference corresponding to a 
diameter of 1 983? 

1 983 -f* 3 = 661. From the tables and Case I the area and circumference 
for diameter 661 are 343 156.95 and 2 076.593. Therefore 343 156.95 X 9 =■ 
3 088 412.55 = area required, and 2 076.593 X 3 = 6 229.779 = circumference 
required. 




















500 CAMBRIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


Diameters fg to 100. 


Diameter. 

Area, 

Circumference. 

Diameter. 

Area, 

Circumference. 


.0031 

.1963 

5 

19.6350 

15.7080 

1 

8 

.0123 

.3927 

i 

8 

20.6290 

16.1007 

1 

4 

.0491 

.7854 

1 

4 

21.6476 

16.4934 

3 

8 

.1104 

1.1781 

3 

8 

22.6907 

16.8861 

A 

2 

.1963 

1.5708 

A 

2 

23.7583 

17.2788 

5 

8 

.3068 

1.9635 

5 

8 

24.8505 

17.6715 

3 

4 

.4418 

2.3562 

3 

4 

25.9673 

18.0642 

7 

8 

.6013 

2.7489 

7 

8 

27.1086 

18.4569 

1 

.7854 

3.1416 

6 

2872744 

18.8496 

A 

8 

.9940 

3.5343 

* 

29.4648 

19.2423 

A 

4 

1.2272 

3.9270 

1 

4 

30.6797 

19.6350 

3 

8 

1.4849 

4.3197 

3 

8 

31.9191 

20.0277 

4 

1.7671 

4.7124 

1 

2 

33.1831 

20.4204 

1 

2.0739 

5.1051 

5 

8 

34.4717 

20.8131 

3 

4 

2.4053 

5.4978 

3 

4 

35.7848 

21.2058 

7 

8 

2.7612 

5.8905 

7 

8 

37.1224 

21.5985 

2 

3.1416 

6.2832 

7 

38.4846 

21.9912 

i 

8 

3.5466 

6.6759 

i 

8 

39.8713 

22.3839 

1 

4 

3.9761 

7.0686 

1 

4 

41.2826 

22.7766 

3 

8 

4.4301 

7.4613 

3 

8 

42.7184 

23.1693 

1 

2 

4.9087 

7.8540 

1 

2 

44.1787 

23.5620 

5 

8 

5.4119 

8.2467 

5 

8 

45.6636 

23.9547 

3 

4 

5.9396 

8.6394 

3 

4 

47.1731 

24.3474 

7 

8 

6.4918 

9.0321 

7 

¥ 

48.7071 

24.7401 

3 

7.0686 

9.4248 

8 

50.2656 

25.1328 

A 

8 

7.6699 

9.8175 

1 

8 

51.8487 

25.5255 

A 

4 

8.2958 

10.2102 

1 

4 

53.4563 

25.9182 

3 

8 

8.9462 

10.6029 

3 

8 

55.0884 

26.3109 

1 

5 

9.6211 

10.9956 

1 

2 

56.7451 

26.7036 

5 

8 

10.3206 

11.3883 

5 

8 

58.4264 

27.0963 

3 

4 

11.0447 

11.7810 

3 

4 

60.1322 

27.4890 

7 

8 

11.7933 

12.1737 

7 

8 

61.8625 

27.8817 

4 

12.5664 

12.5664 

9 

63.6174 

28.2744 

A 

8 

13.3641 

12.9591 

i 

8 

65.3968 

28.6671 

1 

4 

14.1863 

13.3518 

1 

4 

67.2008 

29.0598 

3 

8 

15.0330 

13.7445 

3 

8 

69.0293 

29.4525 

1 

2 

15.9043 

14.1372 

1 

2 

70.8823 

29.8452 

5 

8 

16.8002 

14.5299 

5 

8 

72.7599 

30.2379 

3 

4 

17.7206 

14.9226 

3 

4 

74.6621 

30.6306 

7 

8 

18.6655 

15.3153 

7 

8 

76.5889 

31.0233 

















CAMBRIA STEEL. 501 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


Diameters ^ to 100. 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

10 

78.540 

31.4160 

15 

176.715 

47.1240 

1 

8 

80.516 

31.8087 

1 

179.673 

47.5167 

1 

4 

82.516 

32.2014 

1 

4 

182.655 

47.9094 

3l 

8 

84.541 

32.5941 

3 

8 

185.661 

48.3021 

1 

2 

86.590 

32.9868 

1 

2 

188.692 

48.6948 

5 

8 

88.664 

33.3795 

5 

8 

191.748 

49.0875 

3 

4 

90.763 

33.7722 

3 

4 

194.828 

49.4802 

i 

8 

92.886 

34.1649 

T 

8 

197.933 

49.8729 . 

11 

95.033 

34.5576 

16 

201.062 

50.2656 

i 

97.205 

34.9503 

1 

8 

204.216 

50.6583 

1 

4 

99.402 

35.3430 

i 

4 

207.395 

51.0510 

3 

8 

101.623 

35.7357 

3 

8 

210.598 

51.4437 

1 

2 

103.869 

36.1284 

1 

2 

213.825 

51.8364 

£ 

8 

106.139 

36.5211 

5 

8 

217.077 

52.2291 

3 

4 

108.434 

36.9138 

3 

4 

220.354 

52.6218 

7 

8 

110.754 

37.3065 

7 

8 

223.655 

53.0145 

12 

113.098 

37.6992 

17 

226.981 

53.4072 

1 

115.466 

38.0919 

i 

8 

230.331 

53.7999 

2. 

117.859 

38.4846 

1 

4 

233.706 

54.1926 

3. 

120.277 

38.8773 

3 

8 

237.105 

54.5853 

JL 

122.719 

39.2700 

1 

2 

240.529 

54.9780 

5 

125.185 

39.6627 

5 

8 

243.977 

55.3707 


127.677 

40.0554 

3 

4 

247.450 

55.7634 

7 

130.192 

40.4481 

7 

8 

250.948 

56.1561 

13 

132.733 

40.8408 

18 

254.470 

56.5488 

i 

135.297 

41.2335 

1 

8 

258.016 

56.9415 

i 

137.887 

41.6262 

i 

4 

561.587 

57.3342 

3 

140.501 

42.0189 

3 

8 

265.183 

57.7269 

1 

143.139 

42.4116 

1 

2 

268.803 

58.1196 

5 

145.802 

42.8043 

5 

8 

272.448 

58.5123 

3. 

148.490 

43.1970 

3 

4 

276.117 

58.9050 

7 

8 

151.202 

43.5897 

7 

8 

279.811 

59.2977 

14 

153.938 

43.9824 

19 

283.529 

59.6904 

i 

156.700 

44.3751 

i 

8 

287.272 

60.0831 

i 

159.485 

44.7678 

A 

4 

291.040 

60.4758 

i 

162.296 

45.1605 

3 

8 

294.832 

60.8685 

i 

165.130 

45.5532 

1 

2 

298.648 

61.2612 

5. 

167.990 

45.9459 

5 

8 

302.489 

61.6539 

3 

170.874 

46.3386 

3 

4 

306.355 

62.0466 

4s 

7 

8 

173.782 

46.7313 

7 

8 

310.245 

62.4393 





















502 CAMBRIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


Diameters to 100. 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

20 

314.160 

62.8320 

25 

490.875 

78.5400 

1 

8 

318.099 

63.2247 

1 

8 

495.796 

78.9327 

i 

4 

322.063 

63.6174 

1 

4 

500.742 

79.3254 

3 

8 

326.051 

64.0101 

3 

S 

505.712 

79.7181 

1 

2 

330.064 

64.4028 

1 

2 

510.706 

80.1108 

5 

8 

334.102 

64.7955 

5 

8 

515.726 

80.5035 

3 

4 

338.164 

65.1882 

3 

4 

520.769 

80.8962 

7 

8 

342.250 

65.5809 

7 

8 

525.838 

81.2889 

21 

346.361 

65.9736 

26 

' 530.930 

81.6816 

i 

8 

350.497 

66.3663 

1 

8 

536.048 

82.0743 

1 

4 

354.657 

66.7590 

1 

4 

541.190 

82.4670 

3 

8 

358.842 

67.1517 

3 

8 

546.356 

82,8597 

1 

363.051 

67.5444 

1 

2 

551.547 

83.2524 

5 

a 

367.285 

67.9371 

5 

8 

556.763 

83.6451 

3 

4 

371.543 

68.3298 

3 

4 

562.003 

84.0378 

7 

8 

375.826 

68.7225 

7 

8 

567.267 

84.4305 

22 

380.134 

69.1152 

27 

572.557 

84.8232 

i 

8 

384.466 

69.5079 

1 

8 

577.870 

85.2159 

1 

4 

388.822 

69.9006 

1 

4 

583.209 

85.6086 

3 

8 

393.203 

70.2933 

3 

8 

588.571 

86.0013 

1 

2 

397.609 

70.6860 

1 

2 

593.959 

86.3940 

5 

8 

402.038 

71.0787 

5 

8 

599.371 

86.7867 

3 

4 

406.494 

71.4714 

3 

4 

604.807 

87.1794 

7 

8 

410.973 

71.8641 

7 

8 

610.268 

87.5721 

23 

415.477 

72.2568 

28 

615.754 

87.9648 

i 

8 

420.004 

72.6495 

i 

8 

621.264 

88.3575 

1 

4 

424.558 

73.0422 

1 

4 

626.798 

88.7502 

3 

8 

429.135 

73.4349 

3 

8 

632.357 

89.1429 

1 

2 

433.737 

73.8276 

1 

2 

637.941 

89.5356 

5 

8 

438.364 

74.2203 

5 

8 

643.549 

89.9283 

3 

4 

443.015 

74.6130 

3 

4 

649.182 

90.3210 

7 

8 

447.690 

75.0057 

7 

8 

654.840 

90.7137 

24 

452.390 

75.3984 

29 

660.521 

91.1064 

i 

8 

457.115 

75.7911 

1 

8 

666.228 

91.4991 

1 

4 

461.864 

76.1838 

1 

4 

671.959 

91.8918 

3 

8 

466.638 

76.5765 

3 

8 

677.714 

92.2845 

1 

2 

471.436 

76.9692 

1 

2 

683.494 

92.6772 

5 

8 

476.259 

77.3619 

5 

8 

689.299 

93.0699 

3 

4 

481.107 

• 77.7546 

2 

4 

695.128 

93.4626 

7 

8 

485.979 

78.1473 

2 

8 

700.982 

93.8553 

















CAMBRIA STEEL. 503 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


Diameters ^ to 100. 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

30 

706.860 

94.248 

35 

962.115 

109.956 

1 

8 

712.763 

94.641 

i 

8 

969.000 

110.349 

1 

4 

718.690 

95.033 

1 

4 

975.909 

110.741 

3 

8 

724.642 

95.426 

3 

8 

982.842 

111.134 

1 

2 

730.618 

95.819 

1 

2 

989.800 

111.527 

5 

8 

736.619 

96.212 

5 

8 

996.783 

111.919 

3 

4 

742.645 

96.604 

3 

4 

1003.790 

112.312 

l 

748.695 

96.997 

7 

8 

1010.822 

112.705 

31 

754.769 

97.390 

36 

1017.878 

113.098 

1 

8 

760.869 

97.782 

i 

8 

1024.960 

113.490 

1 

4 

766.992 

98.175 

1 

4 

1032.065 

113.883 

3 

8 

773.140 

98.568 

3 

8 

1039.195 

114.276 

1 

2 

779.313 

98.960 

1 

2 

1046.349 

114.668 

5 

8 

785.510 

99.353 

5 

8 

1053.528 

115.061 

3 

4 

791.732 

99.746 

3 

4 

1060.732 

115.454 

7 

8 

797.979 

100.138 

7 

8 

1067.960 

115.846 

32 

804.250 

100.531 

37 

1075.213 

116.239 

1 

g 

810.545 

100.924 

i 

8 

1082.490 

116.632 

1 

4 

816.865 

101.317 

1 

4 

1089.792 

117.025 

3 

g 

823.210 

101.709 

3 

8 

1097.118 

117.417 

1 

2 

829.579 

102.102 

1 

2 

1104.469 

117.810 

5 

835.972 

102.495 

5 

8 

1111.844 

118.203 

3 

842.391 

102.887 

3 

4 

1119.244 

118.595 

7 

8 

848.833 

103.280 

7 

8 

1126.669 

118.988 

33 

855.301 

103.673 

38 

1134.118 

119.381 

£ 

861.792 

104.065 

£ 

1141.591 

119.773 

i 

868.309 

104.458 

1 

4 

1149.089 

120.166 

2 

874.850 

104.851 

3 

8 

1156.612 

120.559 

l 

881.415 

105.244 

1 

2 

1164.159 

120.952 

5 

888.005 

105.636 

5 

8 

1171.731 

121.344 


894.620 

106.029 

3 

4 

1179.327 

121.737 

7 

8 

901.259 

106.422 

7 

8 

1186.948 

122.130 

34 

907.922 

106.814 

39 

1194.503 

122.522 

1 

■g 

914.611 

107.207 

X 

8 

1202.263 

122.915 


921.323 

107.600 

1 

4 

1209.958 

123.308 

3 

928.061 

107.992 

3 

8 

1217.677 

123.700 

1 

7y 

934.822 

108.385 

1 

2 

1225.420 

124.093 

1 

941.609 

108.778 

5 

8 

1233*188 

124.486 

3 

948.420 

109.171 

3 

4 

1240.981 

124.879 

7 

s 

955.255 

109.563 

7 

8 

1248.798 

125.271 


















504 


CAMBRIA STEEL. 


AREAS AND 

CIRCUMFERENCES OF CIRCLES. 

Diameters 7s to 100. 

Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

40 

1256.64 

125.664 

45 

1590.43 

141.372 

£ 

1264.51 

126.057 

i 

8 

1599.28 

141.765 

1 

4 

1272.40 

126.449 

1 

4 

1608.16 

142.157 

t 

1280.31 

126.842 

3 

8 

1617.05 

142.550 

£ 

1288.25 

127.235 

1 

2 

1625.97 

142.943 

f 

1296.22 

127.627 

4 

8 

1634.92 

143.335 

2 

1304.21 

128.020 

3 

4 

1643.89 

143.728 

1 

8 

1312.22 

128.413 

7 

¥ 

. 1652.89 

144.121 

41 

1320.26 

128.806 

46 

1661.91 

144.514 

i 

8 

1328.32 

129.198 

i 

8 

1670.95 

144.906 

1 

4 

1336.41 

129.591 

1 

4 

1680.02 

145.299 

t 

1344.52 

129.984 

3 

8 

1689.11 

145.692 

£ 

1352.66 

130.376 

1 

2 

1698.23 

146.084 

f 

1360.82 

130.769 

5 

8 

1707.37 

146.477 

i 

1369.00 

131.162 

3 

4 

1716.54 

146.870 

f 

1377.21 

131.554 

7 

8 

1725.73 

147.262 

42 

1385.45 

131.947 

47 

1734.95 

147.655 

£ 

1393.70 

132.340 

1 

8 

1744.19 

148.048 

i 

1401.99 

132.733 

1 

4 

1753.45 

148.441 

1 

1410.30 

133.125 

3 

8 

1762.74 

148.833 

* 

1418.63 

133.518 

1 

2 

1772.06 

149.226 

t 

1426.99 

133.911 

5 

8 

1781.40 

149.619 

3 

¥ 

1435.37 

134.303 

3 

4 

1790.76 

150.011 


1443.77 

134.696 

7 

8 

1800.15 

150.404 

43 

1452.20 

135.089 

48 

1809.56 

150.797 

* 

1460.66 

135.481 

£ 

1819.00 

151.189 

i 

1469.14 

135.874 

i 

4 

1828.46 

151.582 

t 

1477.64 

136.267 

3 

8 

1837.95 

151.975 


1486.17 

136.660 

£ 

1847.46 

152.368 

| 

1494.73 

137.052 

5 

8 

1856.99 

152.760 

i 

4 

1503.30 

137.445 

1 

4 

1866.55 

153.153 

i 

1511.91 

137.838 

7 

¥ 

1876.14 

153.546 

44 

1520.53 

138.230 

49 

1885.75 

153.938 

£ 

1529.19 

138.623 

¥ 

1895.38 

154.331 

| 

1537.86 

139.016 

1 

4 

1905.04 

154.724 

I 

1546.56 

139.408 

3 

¥ 

1914.72 

155.116 

1555.29 

139.801 

1 

2 

1924.43 

155.509 

f 

1564.04 

140.194 

5 

8 

1934.16 

155.902 

3 

* 

1572.81 

140.587 

3 

4 

1943.91 

156.295 

7 

6 

1581.61 | 

140.979 

£ 

1953.69 

156.687 



















CAMBBIA STEEL. 


505 


AREAS AND CIRCUMFERENCES OF CIRCLES. 

Diameters to 100. 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

50 

1963.50 

157.080 

55 

2375.83 

172.788 

X 

8 

1973.33 

157.473 

8 

2386.65 

173.181 

1 

4 

1983.18 

157.865 

X 

4 

2397.48 

173.573 

1 

8 

1993.06 

158.258 

3 

8 

2408.34 

173.966 

2 

2002.97 

158.651 

1 

2 

2419.23 

174.359 

t 

2012.89 

159.043 

5 

8 

2430.14 

174.751 

3 

4 

2022.85 

159.436 

3 

4 

2441.07 

175.144 

7 

¥ 

2032.82 

159.829 

7 

8 

2452.03 

175.537 

51 

2042.83 

160.222 

56 

2463.01 

175.930 

1 

2052.85 

160.614 

i 

8 

2474.02 

176.322 

i 

2062.90 

161.007 

i 

4 

2485.05 

176.715 

3 

S 

2072.98 

161.400 

3 

8 

2496.11 

177.108 

1 

5 

2083.08 

161.792 

X 

2 

2507.19 

177.500 

5 

8 

2093.20 

162.185 

5 

8 

2518.30 

177.893 

3 

4 

2103.35 

162.578 

3 

4 

2529.43 

178.286 

7 

8 

2113.52 

162.970 

7 

¥ 

2540.58 

178.678 

52 

2123.72 

163.363 

57 

2551.76 

179.071 


2133.94 

163.756 

i 

8 

2562.97 

179.464 

i 

2144.19 

164.149 

1 

4 

2574.20 

179.857 

3 

8 

2154.46 

164.541 

1 

2585.45 

180.249 

h 

2164.76 

164.934 

1 

2 

2596.73 

180.642 

5. 

g 

2175.08 

165.327 

5 

8 

2608.03 

181.035 

2 

4 

2185.42 

165.719 

3 

4 

2619.30 

181.427 

7 

8 

2195.79 

166.112 

7 

¥ 

2630.71 

181.820 

53 

2206.19 

166.505 

58 

2642.09 

182.213 

1 

g 

2216.61 

166.897 

¥ 

2653.49 

182.605 

i 

4 

2227.05 

167.290 

1 

4 

2664.91 

182.998 

3 

2237.52 

167.683 

1 

2676.36 

183.391 

1 

2248.01 

168.076 

h 

2687.84 

183.784 

5 

g 

2258.53 

168.468 

5 . 

8 

2699.33 

184.176 

f 

2269.07 

168.861 

3 

4 

2710.86 

184.569 

I 

2279.64 

169.254 

7 

¥ 

2722.41 

184.962 

54 

2290.23 

169.646 

59 

2733.98 

185.354 


2300.84 

170.039 

i 

8 

2745.57 

185.747 

i 

2311.48 

170.432 

1 

4 

2757.20 

186.140 

£ 

Tf 

2322.15 

170.824 

3 

¥ 

2768.84 

186.532 

* 

2332.83 

171.217 

h 

2780.51 

186.925 

5 

2343.55 

171.610 

5 

¥ 

2792.21 

187.318 


2354.29 

172.003 

3 

4 

2803.93 

187.711 

i 

2365.05 

172.395 

7 

¥ 

2815.67 

188.103 

















506 


CAMBRIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 

Diameters & to 100. 


Diameter. 

Area. 

Circumference 

60 

2827.44 

188.496 

1 

2839.23 

188.889 

1 

4 

2851.05 

189.281 

3 

8 

2862.89 

189.674 

1 

2 

2874.76 

190.067 

5 

8 

2886.65 

190.459 

3 

4 

2898.57 

190.852 

7 

¥ 

2910.51 

191.245 

61 

2922.47 

191.638 

i 

8 

2934.46 

192.030 

1 

4 

2946.48 

192.423 

3 

8 

2958.52 

192.816 

1 

5 

2970.58 

193.208 

5 

8 

2982.67 

193.601 

3 

4 

2994.78 

193.994 

7 

8 

3006.92 

194.386 

62 

3019.08 

194.779 

i 

8 

3031.26 

195.172 

i 

3043.47 

195.565 

3 

8 

3055.71 

195.957 

1 

2 

3067.97 

196.350 

5 

¥ 

3080.25 

196.743 

3 

? 

3092.56 

197.135 

7 

8 

3104.89 

197.528 

63 

3117.25 

197.921 

1 

3129.64 

198.313 

i 

4 

3142.04 

198.706 

a 

8 

3154.47 

199.099 

¥ 

3166.93 

199.492 

6 

8 

3179.41 

199.884 

3 

4 

3191.91 

200.277 

7 

8 

3204.44 

200.670 

64 

3217.00 

201.062 

i 

¥ 

3229.58 

201.455 

i 

4 

3242.18 

201.848 

3 

8 

3254.81 

202.240 

\ 

3267.46 

202.633 

S 

8 

3280.14 

203.026 

a 

4 

3292.84 

203.419 

7 

8 

3305.56 

203.811 


ameter. 

Area. 

Circumference. 

65 

3318.31 

204.204 

i 

8 

3331.09 

204.597 

1 

4 

3343.89 

204.989 

3 

8 

3356.71 

205.382 

1 

2 

3369.56 

205.775 

S. 

8 

3382.44 

206.167 

3 

4 

3395.33 

206.560 

7 

S 

, 3408.26 

206.953 

66 

3421.20 

207.346 

\ 

3434.17 

207.738 

i 

4 

3447.17 

208.131 

1 

3460.19 

208.524 

* 

3473.24 

208.916 

5 

8 

3486.30 

209.309 

3 

4 

3499.40 

209.702 

7 

8 

3512.52 

210.094 

67 

3525.66 

210.487 

i 

8 

3538.83 

210.880 

1 

4 

3552.02 

211.273 

3 

8 

3565.24 

211.665 

1 

2 

3578.48 

212.058 

5 

8 

3591.74 

212.451 

3 

4 

3605.04 

212.843 

7 

8 

3618.35 

213.236 

68 

3631.69 

213.629 

8 

3645.05 

214.021 

1 

4 

3658.44 

214.414 

3 

8 

3671.86 

214.807 

1 

2 

3685.29 

215.200 

5 

8 

3698.76 

215.592 

3 

4 

3712.24 

215.985 • 

7 

¥ 

3725.75 

216.378 

69 

3739.29 

216.770 

\ 

3752.85 

217.163 

\ 

3766.43 

217.556 

3 

8 

3780.04 

217.948 

1 

5 

3793.68 

218.341 

a 

8 

3807.34 

218.734 

a 

4 

3821.02 

219.127 

1 

3834.73 

219.519 


















CAMBRIA STEEL. 507 


AREAS AND CIRCUMFERENCES OF CIRCLES. 

Diameters A to 100. 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

70 

3848.46 

219.912 

75 

4417.87 

235.620 

8 

3862.22 

220.305 

i 

8 

4432.61 

236.013 

1 

4 

3876.00 

220.697 

1 

4 

4447.38 

236.405 

3 

8 

3889.80 

221.090 

3 

8 

4462.16 

236.798 

1 

2 

3903.63 

221.483 

1 

2 

4476.98 

237.191 

5 

8 

3917.49 

221.875 

5 

8 

4491.81 

237.583 

3 

4 

3931.37 

222.268 

3 

4 

4506.67 

237.976 

7 

8 

3945.27 

222.661 

7 

8 

4521.56 

238.369 

71 

3959.20 

223.054 

76 

4536.47 

238.762 

1 

8 

3973.15 

223.446 

1 

8 

4551.41 

239.154 

1 

4 

3987.13 

223.839 

1 

4 

4566.36 

239.547 

3 

8 

4001.13 

224.232 

3 

8 

4581.35 

239.940 

1 

2 

4015.16 

224.624 

1 

2 

4596.36 

240.332 

5 

8 

4029.21 

225.017 

5 

8 

4611.39 

240.725 

3 

4 

4043.29 

225.410 

3 

4 

4626.45 

241.118 

7 

8 

4057.39 

225.802 

7 

8 

4641.53 

241.510 

72 

4071.51 

226.195 

77 

4656.64 

241.903 

1 

8 

4085.66 

226.588 

i 

8 

4671.77 

242.296 

1 

4 

4099.84 

226.981 

1 

4 

4686.92 

242.689 

3 

8 

4114.04 

227.373 

3 

8 

4702.10 

243.081 

1 

2 

4128.26 

227.766 

1 

2 

4717.31 

243.474 

5 

g 

4142.51 

228.159 

5 

8 

4732.54 

243.867 

3 

4 

4156.78 

228.551 

3 

4 

4747.79 

244.259 

7 

8 

4171.08 

228.944 

7 

8 

4763.07 

244.652 

73 

4185.40 

229.337 

78 

4778.37 

245.045 

1 

3 

4199.74 

229.729 

X 

8 

4793.70 

245.437 

1 

4214.11 

230.122 

1 

4 

4809.05 

245.830 

3 

3 

4228.51 

230.515 

3 

8 

4824.43 

246.223 

1 

4242.93 

230.908 

1 

2 

4839.83 

246.616 

1 

4257.37 

231.300 

5 

8 

4855.26 

247.008 

3 

4271.84 

231.693 

3 

4 

4870.71 

247.401 

7 

¥ 

4286.33 

232.086 

7 

8 

4886.18 

247.794 

74 

4300.85 

232.478 

79 

4901.68 

248.186 

£ 

4315.39 

232.871 

i 

8 

4917.21 

248.579 

i 

4329.96 

233.264 

i 

4 

4932.75 

248.972 

3 

4344.55 

233.656 

3 

8 

4948.33 

249.364 

i 

4359.17 

234.049 

X 

2 

4963.92 

249.757 

5 

4373.81 

234.442 

5 

¥ 

4979.55 

250.150 

3 

T 

4388.47 

234.835 

3 

4 

4995.19 

250.543 

1 

4403.16 

235.227 

7 

8 

5010.86 

250.935 




















508 CAMBRIA STEEL. 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


Diameters f? to 100. 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

80 

5026.56 

251.328 

85 

5674.51 

267.036 

s 

5042.28 

251.721 

i 

8 

5691.22 

267.429 

JL 

4 

5058.03 

252.113 

1 

4 

5707.94 

267.821 

* 

5073.79 

252.506 

3 

S 

5724.69 

268.214 

i 

5089.59 

252.899 

1 

2 

5741.47 

268.607 

1 

5105.41 

253.291 

5 

¥ 

5758.27 

268.999 

3 

4 

5121.25 

253.684 

3 

4 

5775.10 

269.392 

7 

8 

5137.12 

254.077 

7 

8 

5791.94 

269.785 

81 

5153.01 

254.470 

86 

5808.82 

270.178 

i 

5168.93 

254.862 

£ 

5825.72 

270.570 

4 

5184.87 

255.255 

I 

4 

5842.64 

270.963 

2 

8 

5200.83 

255.648 

3 

8 

5859.59 

271.356 

i 

5216.82 

256.040 

1 

2 

5876.56 

271.748 

5 

8 

5232.84 

256.433 

5 

8 

5893.55 

272.141 

3 

4 

5248.88 

256.826 

3 

4 

5910.58 

272.534 

7 

8 

5264.94 

257.218 

7 

8 

5927.62 

272.926 

82 

5281.03 

257.611 

87 

5944.69 

273.319 

i 

5297.14 

258.004 

£ 

5961.79 

273.712 

i 

4 

5313.28 

258.397 

i 

4 

5978.91 

274.105 

1 

5329.44 

258.789 

3 

8 

5996.05 

274.497 

h 

5345.63 

259.182 

1 

2 

6013.22 

274.890 

s 

« 

5361.84 

259.575 

5 

s 

6030.41 

275.283 

2 

4 

5378.08 

259.967 

3 

4, 

6047.63 

275.675 

7 

5394.34 

260.360 

7 

~s 

6064.87 

276.068 

83 

5410.62 

260.753 

88 

6082.14 

276.461 

i 

5426.93 

261.145 

£ 

6099.43 

276.853 

i 

4 

5443.26 

261.538 

I 

4 

6116.74 

277.246 

3 

8 

5459.62 

261.931 

3 

8 

6134.08 

277.638 

h 

5476.01 

262.324 

1 

2 

6151.45 

278.032 

5 

s 

5492.41 

262.716 

5 

8 

6168.84 

278.424 

2 

4 

5508.84 

263.109 

3 

i 

6186.25 

278.817 

1 

6525.30 

263.502 

7 

8 

6203.69 

279.210 

84 

5541.78 

263.894 

89 

6221.15 

279.602 

i 

5558.29 

264.287 

1 

8 

6238.64 

279.995 

i 

4 

5574.82 

264.680 

1 

4 

6256.15 

280.388 

I 

5591.37 

265.072 

3 

8 

6273.69 

280.780 

£ 

5607.95 

265.465 

i 

6291.25 

281.173 

’ f 

5624.56 

265.858 

5 

I 

6308.84 

281.566 

3 

4 

5641.18 

266.251 

1 

4 

6326.45 

281.959 

1 

8 

5657.84 

266.643 

7 

8 

6344.08 

282.351 



















CAMBRIA STEEL. 509 


AREAS AND CIRCUMFERENCES OF CIRCLES. 


Diameters A to 100. 


Diameter. 

Area. 

Circumference. 

Diameter. 

Area. 

Circumference. 

90 

6361.74 

282.744 

95 

7088.24 

298.452 

1 

8 

6379.42 

283.137 

£ 

7106.90 

298.845 

1 

4 

6397.13 

283.529 

i 

4 

7125.59 

299.237 

3 

8 

6414.86 

283.922 

3 

8 

7144.31 

299.630 

1 

2 

6432.62 

284.315 

1 

2 

7163.04 

300.023 

5 

8 

6450.40 

284.707 

5 

8 

7181.81 

300.415 

3 

4 

6468.21 

285.100 

3 

4 

7200.60 

300.808 

7 

8 

6486.04 

285.493 

7 

7 

7219.41 

301.201 

91 

6503.90 

285.886 

96 

7238.25 

301.594 

1 

8 

6521.78 

286.278 

i 

8 

7257.11 

301.986 

1 

4 

6539.68 

286.671 

i 

4 

7275.99 

302.379 

3 

8 

6557.61 

287.064 

3 

8 

7294.91 

302.772 

* i 

2 

6575.56 

287.456 

1 

2 

7313.84 

303.164 

5 

8 

6593.54 

287.849 

5 

8 

7332.80 

303.557 

i 

6611.55 

288.242 

3 

4 

7351.79 

303.950 

7 

s 

6629.57 

288.634 

7 

8 

7370.79 

304.342 

92 

6647.63 

289.027 

97 

7389.83 

304.735 

£ 

6665.70 

289.420 

£ 

7408.89 

305.128 

i 

6683.80 

289.813 

1 

4 

7427.97 

305.521 

| 

6701.93 

290.205 

3* 

8 

7447.08 

305.913 

i 

6720.08 

290.598 

1 

2 

7466.21 

306.306 

5 

6738.25 

290.991 

5 

8 

7485.37 

306.699 


6756.45 

291.383 

3 

4 

7504.55 

307.091 

7 

3 

6774.68 

291.776 

7 

8 

7523.75 

307.484 

93 

6792.92 

292.169 

98 

7542.98 

307.877 

i 

6811.20 

292.562 

1 

8 

7562.24 

308.270 


6829.49 

292.954 

1 

4 

7581.52 

308.662 


6847.82 

293.347 

3 

8 

7600.82 

309.055 

1 

2 

5 

6866.16 

293.740 

1 

2 

7620.15 

309.448 

6884.53 

294.132 

5 

8 

7639.50 

309.840 

3 

6902.93 

294.525 

3 

4 

7658.88 

310.233 

7 

s 

6921.35 

294.918 

7 

8 

7678.28 

310.626 

94 

6939.79 

295.310 

99 

7697.71 

311.018 

2 

6958.26 

295.703 

£ 

7717.16 

311.411 

1 

6976.76 

296.096 

i 

4 

7736.63 

311.804 

2 

6995.28 

296.488 

3 

8 

7756*13 

312.196 

i 

7013.82 

296.881 

1 

2 

7775.66 

312.589 

5 

I 

1 

7 

s 

7032.39 

297.274 

! 

7795.21 

312.982 

7050.98 

297.667 

3 

4 

7814.78 

313.375 

7069.59 

298.059 

7 

8 

100 

7834.38 

7854.00 

313.767 

314.160 























510 CAMBRIA STEEL. 


LOGARITHMS OF NUMBERS, FROM 0 TO 1000. 


No. 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

0 

0 

00000 

30103 

47712 

60206 

69897 

77815 

84510 

90309 

95424 

10 

00000 

00432 

00860 

01284 

01703 

02119 

02531 

02938 

03342 

03743 

11 

04139 

04532 

04922 

05308 

05690 

06070 

06446 

06819 

07188 

07555 

12 

07918 

08279 

08636 

08991 

09342 

09691 

10037 

10380 

10721 

11059 

13 

11394 

11727 

12057 

12385 

12710 

13033 

13354 

13672 

13988 

14301 

14 

14613 

14922 

15229 

15534 

15836 

16137 

16435 

16732 

17026 

17319 

15 

17609 

17898 

18184 

18469 

18752 

19033 

19312 

19590 

19866 

20140 

16 

20412 

20683 

20952 

21219 

21484 

21748 

22011 

22272 

22531 

22789 

17 

23045 

23300 

23553 

23805 

24055 

24304 

24551 

24797 

25042 

25285 

18 

25527 

25768 

26007 

26245 

26482 

26717 

26951 

27184 

27416 

27646 

19 

27875 

28103 

28330 

28556 

28780 

29003 

29226 

29447 

29667 

29885 

20 

30103 

30320 

30535 

30750 

30963 

31175 

31387 

31597 

31806 

32015 

21 

32222 

32428 

32634 

32838 

33041 

33244 

33445 

33646 

33846 

34044 

22 

34242 

34439 

34635 

34830 

35025 

35218 

35411 

35603 

35793 

35984 

23 

36173 

36361 

36549 

36736 

36922 

37107 

37291 

37475 

37658 

37840 

24 

38021 

38202 

38382 

38561 

38739 

38917 

39094 

39270 

39445 

39620 

25 

39794 

39967 

40140 

40312 

40483 

40654 

40824 

40993 

41162 

41330 

26 

41497 

41664 

41830 

41996 

42160 

42325 

42488 

42651 

42813 

42975 

27 

43136 

43297 

43457 

43616 

43775 

43933 

44091 

44248 

44404 

44560 

28 

44716 

44871 

45025 

45179 

45332 

45484 

45637 

45788 

45939 

46090 

29 

46240 

46389 

46538 

46687 

46835 

46982 

47129 

47276 

47422 

47567 

30 

47712 

47857 

48001 

48144 

4S287 

48430 

48572 

48714 

48855 

48996 

31 

49136 

49276 

49415 

49554 

49693 

49831 

49969 

50106 

50243 

50379 

32 

50515 

50651 

50786 

50920 

51055 

51188 

51322 

51455 

51587 

51720 

33 

51851 

51983 

52114 

52244 

52375 

52504 

52634 

52763 

52892 

53020 

34 

53148 

53275 

53403 

53529 

53656 

53782 

53908 

54033 

54158 

54283 

35 

54407 

54531 

54654 

54777 

54900 

55023 

55145 

55267 

55388 

55509 

36 

55630 

55751 

55871 

55991 

56110 

56229 

56348 

56467 

56585 

56703 

37 

56820 

56937 

57054 

57171 

57287 

57403 

57519 

57634 

57749 

57864 

38 

57978 

58093 

58206 

58320 

58433 

58546 

5S659 

58771 

58883 

58995 

39 

59106 

59218 

59329 

59439 

59550 

59660 

59770 

59879 

59988 

60097 

40 

60206 

60314 

60423 

60531 

60638 

60746 

60853 

60959 

61066 

61172 

41 

61278 

61384 

61490 

61595 

61700 

61805 

61909 

62014 

62118 

62221 

42 

62325 

62428 

62531 

62634 

62737 

62839 

62941 

63043 

63144 

63246 

43 

63347 

63448 

63548 

63649 

63749 

63849 

63949 

64048 

64147 

64246 

44 

64345 

51444 

64542 

64640 

64738 

64836 

64933 

65031 

65128 

65225 

45 

65321 

65418 

65514 

65610 

65706 

65801 

65896 

65992 

66087 

66181 

46 

66276 

66370 

66464 

66558 

66652 

66745 

66839 

66932 

67025 

67117 

47 

67210 

67302 

67394 

67486 

67578 

67669 

67761 

67852 

67943 

68034 

48 

68124 

68215 

68305 

68395 

68485 

68574 

68664 

68753 

68842 

68931 

49 

69020 

69108 

69197 

69285 

69373 

69461 

69548 

69636 

69723 

69810 

50 

69897 

69984 

70070 

70157 

70243 

70329 

70415 

70501 

70586 

70672 

61 

70757 

70842 

70927 

71012 

71096 

71181 

71265 

71349 

71433 

71517 

52 

71600 

71684 

71767 

71850 

71933 

72016 

72099 

72181 

72263 

72346 

53 

72428 

72509 

72591 

72673 

72754 

72835 

72916 

72997 

73078 

73159 

54 

73239 

73320 

73400 

73480 

73560 

73640 

73719 

73799 

73878 

73957 






































CAMBRIA STEEL. 511 


LOGARITHMS OF NUMBERS, FROM 0 TO 1000 

(continued.) 


No. 

0 

1 

2 

3 

4 

5 

6 

7 

8 

9 

! 

55 

74036 

74115 

74194 

74273 

74351 

74429 

74507 

74586 

74663 

74741 

56 

74819 

74896 

74974 

75051 

75128 

75205 

75282 

75358 

75435 

75511 

57 

75587 

75664 

75740 

75815 

75891 

75967 

76042 

76118 

76193 

76268 

58 

76343 

76418 

76492 

76567 

76641 

76716 

76790 

76864 

76938 

77012 

59 

77085 

77159 

77232 

77305 

77379 

77452 

77525 

77597 

77670 

77743 

60 

77815 

77887 

77960 

78032 

78104 

78176 

78247 

78319 

78390 

78462 

61 

78533 

78604 

78675 

78746 

78817 

78888 

78958 

79029 

79099 

79169 

62 

79239 

79309 

79379 

79449 

79518 

79588 

79657 

79727 

79796 

79865 

63 

79934 

80003 

80072 

80140 

80209 

80277 

80346 

80414 

80482 

80550 

64 

80618 

80686 

80754 

80821 

80889 

80956 

81023 

81090 

81158 

81224 

65 

81291 

81358 

81425 

81491 

81558 

81624 

81690 

81757 

81823 

^ 1889 

66 

81954 

82020 

82086 

82151 

82217 

82282 

82347 

82413 

82478 

82543 

67 

82607 

82672 

82737 

82802 

82866 

82930 

82995 

83059 

83123 

83187 

68 

83251 

83315 

83378 

83442 

83506 

83569 

83632 

83696 

83759 

83822 

69 

83885 

83948 

84011 

84073 

84136 

84198 

84261 

84323 

84386 

84448 

70 

84510 

84572 

84634 

84696 

84757 

84819 

84880 

84942 

85003 

65065 

71 

85126 

85187 

85248 

85309 

85370 

85431 

85491 

85552 

85612 

85673 

72 

85733 

85794 

85854 

85914 

85974 

86034 

86094 

86153 

86213 

86273 

73 

86332 

86392 

86451 

86510 

86570 

86629 

86688 

86747 

86806 

86864 

74 

86923 

86982 

87040 

87099 

87157 

87216 

87274 

87332 

87390 

87448 

75 

87506 

87564 

87622 

87680 

87737 

87795 

87852 

87910 

87967 

88024 

76 

88081 

88138 

88196 

88252 

88309 

88366 

88423 

88480 

88536 

88593 

77 

88649 

88705 

88762 

88818 

88874 

88930 

88986 

89042 

89098 

89154 

78 

89209 

89265 

89321 

89376 

89432 

89487 

89542 

89597 

89653 

89708 

79 

89763 

89818 

89873 

89927 

89982 

90037 

90091 

90146 

90200 

90255 

80 

90309 

90363 

90417 

90472 

90526 

90580 

90634 

90687 

90741 

90795 

81 

90849 

90902 

90956 

91009 

91062 

91116 

91169 

91222 

91275 

91328 

82 

91381 

91434 

91487 

91540 

91593 

91645 

91698 

91751 

91803 

91855 

83 

91908 

91960 

92012 

92065 

92117 

92169 

92221 

92273 

92324 

92376 

84 

92428 

92480 

92531 

92583 

92634 

92686 

92737 

92788 

92840 

92891 

85 

92942 

92993 

93044 

93095 

93146 

93197 

93247 

93298 

93349 

93399 

86 

93450 

93500 

93551 

93601 

93651 

93702 

93752 

93802 

93852 

93902 

87 

93952 

94002 

94052 

94101 

94151 

94201 

94250 

94300 

94349 

94399 

88 

94448 

94498 

94547 

94596 

94645 

94694 

94743 

94792 

94841 

94890 

89 

94939 

94988 

95036 

95085 

95134 

95182 

95231 

95279 

95328 

95376 

90 

95424 

95472 

95521 

95569 

95617 

95665 

95713 

9,5761 

95809 

95856 

91 

95904 

95952 

95999 

96047 

96095 

96142 

96190 

96237 

96284 

96332 

92 

96379 

96426 

96473 

96520 

96567 

96614 

96661 

96708 

96755 

96802 

93 

96848 

96895 

96942 

96988 

97035 

97081 

97128 

97174 

97220 

97267 

94 

97313 

97359 

97405 

97451 

97497 

97543 

97589 

97635 

97681 

97727 

95 

97772 

97818 

97864 

97909 

97955 

98000 

98046 

98091 

98137 

98182 

96 

98227 

98272 

98318 

98363 

98408 

98453 

98498 

98543 

98588 

98632 

97 

98677 

98722 

98767 

98811 

98856 

98900 

98945 

98989 

99034 

99078 

98 

99123 

99167 

99211 

99255 

99300 

99344 

99388 

99432 

99476 

99520 

99 

99564 

99607 

99651 

99695 

99739 

99782 

99826 

1 99870 

99913 

99957 











































512 


CAMBRIA STEEL. 


Then 
sin A 


cos A 
tan A 
cot A 
sec A 
cosec A 

vers A 

exsec A 


TRIGONOMETRIC FORMULAE. 

TRIGONOMETRIC FUNCTIONS. 

K £ Let A = angle BAC=arc BF. 

Let radius AF = AB = AH = 1. 

Then 

sin A = BC versin A =CF = BE 

cos A =AC covers A =BK = HL 

tan A = DF exsec A =BD 

cot A =HG coexsec A = BG 

sec A =AD chord A =BF 

cosec A = AG chord 2A = BI =2BC 

RIGHT-ANGLED TRIANGLES. 

In the right-angled triangle ABC, 

Let side AB=c, side AC = b, and side 
BC=a; let angle ABC = B. 



c 

_b 

c 

a 

= 17 

b 

a 

c 

: 17 

c 

a 

c —b 
c 

c —b 


= cos B 
= sin B 
= cot B 

= tan B 

=cosec B 

= sec B 

= covers B 

=coexsec B 


C_ 2 L 

covers A =-= versin B 

c 


C_ cL 

coexsec A =-= exsec B 

a 


a = c sin A = b tan A 

b = c cos A = a cot A 
a b 

C =—;- =- 

sin A cos A 
a = c cos B = b cot B 

b = c sin B = a tan B 

_ a _ b 
cos B sin B 

a = V 7 (c+b) (c —b) 
b = \/ (c+a) (c—a) 

c = Va 2 +b 2 
C=90°=A + B 


A„._ ab _A^/„, a 2 cot A b 2 tan A c 2 sin 2A 

nrea ~ 2 “ 2 y c _a -2---2- = -4- 

























CAMBRIA STEEL. 513 

B 




TRIGONOMETRIC FORMULA 

( Continued). 

c/ 

\a 

OBLIQUE TRIANGLES. 

aZ - 

b 

\. s = A (a+b+c) 

— 

KNOWN 

REQUIRED 

FORMULAE 

A, B, a 

C, b 

C = 180° (A + B), b= . a . sin B, 

•- sin A 


c 

c=—.—— sin (A+B) 
sin A 

A, a, b 

B, C 

sin B = ^-Z- . b, C = 180° — (A+B), 
a 


c 

a . 

c =—:—— . sin L 
sin A 

C, a, b 

l A> (A+B) 

y 2 (a+b) =90 °-y 2 c 


H(A-B) 

tan H (A-B)=+£ tan V 2 (A + B) 
a + b 


A, B 

A = y 2 (A + B ) + y 2 (A-B), 

B = y 2 (A+B) — y 2 (A-B) 


c 

, , u\ cos A (A+B) 
C - (a+b) cosU 2 (A-B) 



sin y 2 (A+B) 

- (a - b) sin y 2 (A-B) 



= \/a 8 + b 2 — 2ab . cos C 


area 

area = y 2 a b sin C. 

a, b, c 

A 

sin KA= J (s - b)(s - c) 
y be 






tan J^A = J ( s “ b) < s - c > 

\ S (s-a) 



. A 2 Vs (s—a) (s—b) (s — c) 
sin A— , 

b c 

\ 2 (s-b) (s-c) 

vers A — , 

b c 


area 

area=V / s (s—a) (s — b) (s—c) 

A, B, C, a 

area 

a 2 sin B . sin C 
area- 0 . . 

2 sin A 






























514 


CAMBRIA STEEL. 


sin A 


TRIGONOMETRIC FORMULAS —( Continued). 

GENERAL. 

_-^—— = V 1 — cos 2 A = tan A cos A 

cosec A 

= 2 sin Yz A cos Y A = vers A cot Yz A 
vers 2 A=\/Y (1—cos 2 A) 


cos A 


tan A 


cot A 


vers A 
exsec A 


1 


sec A 


—\/1 — sin 2 A = cot A sin A 


= 1 — vers A = 2 cos 2 3^2 A —1 = 1—2 sin 2 Yz A 
= cos 2 Yz A —sin 2 Yz A=\/ 3 ^+ 3 ^ cos 2 A 
1 sin A 


cot A 

. rn 

“W cos 2 A 
1 — cos 2 A 


cos A 


=\/sec 2 A — 1 . 


-1 = 


vT — cos 2 A sin 2 A 


cos A 


1+cos 2 A 


sin 2 A sin 
1 cos A 


vers 2 A . . , . 

0 . = exsec A cot Yz A 
A A 


tan A sin A 
sin 2 A sin 2 A 


=\/cosec 2 A —1 

1 +cos 2 A _ tan Yz A 


1—cos 2 A vers 2 A sin 2 A exsec A 

= 1—cos A = sin A tan Yz A = 2 sin 2 3^ A 
= exsec A cos A 

vers A 


sin Yz A 
cos H A = 
tan 3^A = 
cot 3^ A = 


= sec A —l=tan A tan Yz A 
— cos A 


cos A 


V I — cos A /v 

r 


ers A 


11+cos A 


tan A 


1+sec A 
sin A 1+cos A 


= cosec A — cot A = 


1 — cos A 


sin A 


■4 


-cos A 


1 +cos A 


vers Yz A = 


vers A sin A 
Yz vers A 


cosec A — cot A 
1 — cos A 


1+\/l — M vers A 2+\/2 (1+cos A) 



















































CAMBRIA STEEL. 


515 


TRIGONOMETRIC FORMULAE—( Continued ). 

GENERAL. 


exsec y 2 h = 


_ 1 — cos A 

(1 +cos A) +\/2 (1 -(-cos A) 


sin 2 A 
cos 2 A 

tan 2 A 
cot 2 A 


= 2 sin A cos A 

= 2 cos 2 A — 1 = cos 2 A-sin 2 A = l-2 sin 2 A 
2 tan A 
1-tan 2 A 

_ cot 2 A — 1 
2 cot A 


vers 2 A 
exsec 2 A 


= 2 sin 2 A = 2 sin A cos A tan A 
2 tan 2 A 
1 — tan 2 A 


sin 3 A 
cos 3 A 

tan 3 A 


= 3 sin A —4 sin 3 A 
= 4 cos 3 A —3 cos A 
_3 tan A —tan 3 A 

1 —3 tan 2 A 


sin 4 A 
cos 4 A 

tan 4 A 


= 4 sin A cos A —8 sin 3 A cos A 
= 1—8 cos 2 A+8 cos 4 A 

4 tan A —4 tan 3 A 
1—6 tan 2 A+tan 4 A 


sin (A + B) = sin A . cos B+sin B . cos A 
sin (A —B)=sin A . cos B—sin B . cos A 


cos (A+B)=cos A . cos B—sin A . sin B 
cos (A —B) =cos A . cos B+sin A . sin B 

sin A+sin B=2 sin +2 (A + B) cos y 2 (A —B) 
sin A —sin B=2 cos +2 (A+B) sin +2 (A —B) 


cos A+cos B=2 cos y 2 (A+B) cos y 2 (A —B) 
cos B—cos A = 2 sin y 2 (A + B) sin y 2 (A —B) 


sin 2 A —sin 2 B=cos 2 B—cos 2 A = sin (A + B) sin (A —B) 


cos z A —sin 2 B = cos (A + B) cos (A —B) 

(A+B) tan A-tan B= sin . (A ~ B) 


tan A+tan B = 


sin 


cos A.cos B 


cosA.cos B 


FUNCTION. 

QUADRANT SIGN. 

ISt 

2nd 

3rd 

4 th 

sine, cosecant, coexsecant 

+ 

+ 

— 

— 

cosine, secant, exsecant 

+ 

— 

— 

+ 

tangent, cotangent 

+ 

— 

+ 

— 

versed sine, coversed sine 

+ 

+ 

+ 

+ 


























516 CAMBRIA STEEL. 


NATURAL SINES, COSECANTS, 
TANGENTS, ETC. 


o 

f 

Sine. 

Cosecant. 

Tangent. 

Cotangent. 

Secant. 

Cosine. 

! 

o 

0 

0 

.000000 

Infinite. 

.000000 

Infinite. 

1.00000 

1.000000 

0 

90 


10 

.002909 

343.77516 

.002909 

343.77371 

1.00000 

.999996 

50 



20 

.005818 

171.88831 

.005818 

171.88540 

1.00002 

.999983 

40 



30 

.008727 

114.59301 

.008727 

114.58865 

1.00004 

.999962 

30 



40 

.011635 

85.945609 

.011636 

85.939791 

1.00007 

.999932 

20 



50 

.014544 

68.757360 

.014545 

68.750087 

1.00011 

.999894 

10 


1 

0 

.017452 

57.298688 

.017455 

57.289962 

1.00015 

.999848 

0 

89 


10 

.020361 

49.114062 

.020365 

49.103881 

1.00021 

.999793 

50 



20 

.023269 

42.975713 

.023275 

42.964077 

1.00027 

.999729 

40 



30 

.026177 

38.201550 

.026186 

38.188459 

1.00034 

.999657 

30 



40 

.029085 

34.382316 

.029097 

34.367771 

1.00042 

.999577 

20 



50 

.031992 

31.257577 

.032009 

31.241577 

1.00051 

.999488 

10 


2 

0 

.034899 

28.653708 

.034921 

28.636253 

1.00061 

.999391 

0 

88 


10 

.037806 

26.450510 

.037834 

26.431600 

1.00072 

.999285 

50 



20 

.040713 

24.562123 

.040747 

24.541758 

1.00083 

.999171 

40 



30 

.043619 

22.925586 

.043661 

22.903766 

1.00095 

.999048 

30 



40 

.046525 

21.493676 

.046576 

21.470401 

1.00108 

.998917 

20 



50 

.049431 

20.230284 

.049491 

20.205553 

1.00122 

.998778 

10 


3 

0 

.052336 

19.107323 

.052408 

19.081137 

1.00137 

.998630 

0 

87 


10 

.055241 

18.102619 

.055325 

18.074977 

1.00153 

.998473 

50 



20 

.058145 

17.198434 

.058243 

17.169337 

1.00169 

.998308 

40 



30 

.061049 

16.380408 

.061163 

16.349855 

1.00187 

.998135 

30 



40 

.063952 

15.636793 

.064083 

15.604784 

1.00205 

.997953 

20 



50 

.066854 

14.957882 

.067004 

14.924417 

1.00224 

.997763 

10 


4 

0 

.069756 

14.335587 

.069927 

14.300666 

1.00244 

.997564 

0 

86 


10 

.072658 

13.763115 

.072851 

13.726738 

1.00265 

.997357 

50 



20 

.075559 

13.234717 

.075776 

13.196888 

1.00287 

.997141 

40 



30 

.078459 

12.745495 

.078702 

12.706205 

1.00309 

.996917 

30 



40 

.081359 

12.291252 

.081629 

12.250505 

1.00333 

.996685 

20 



50 

.084258 

11.868370 

.084558 

11.826167 

1.00357 

.996444 

10 


5 

0 

.087156 

11.473713 

.087489 

11.430052 

1.00382 

.996195 

0 

85 


10 

.090053 

11.104549 

.090421 

11.059431 

1.00408 

.995937 

50 



20 

.092950 

10.758488 

.093354 

10.711913 

1.00435 

.995671 

40 



30 

.095846 

10.433431 

.096289 

10.385397 

1.00463 

.995396 

30 



40 

.098741 

10.127522 

.099226 

10.078031 

1.00491 

.995113 

20 



50 

.101635 

9.8391227 

.102164 

9.7881732 

1.00521 

.994822 

10 


6 

0 

.104528 

9.5667722 

.105104 

9.5143645 

1.00551 

.994522 

0 

84 


10 

.107421 

9.3091699 

.108046 

9.2553035 

1.00582 

.994214 

50 



20 

.110313 

9.0651512 

.110990 

9.0098261 

1.00614 

.993897 

40 

83 

O 

t 

Cosine. 

Secant. 

Cotangent. 

Tangent. 

Cosecant. 

Sine. 

/ 

O 


For functions from 83°-40' to 90° read from bottom of table upward. 






































CAMBRIA STEEL. 517 


NATURAL SINES, COSECANTS, 
TANGENTS, ETC. 


o 

t 

Sine. 

Cosecant. 

Tangent. 

Cotangent. 

Secant. 

Cosine. 

/ 

o 

6 

30 

.113203 

8.8336715 

.113936 

8.7768874 

1.00647 

.993572 

30 



40 

.116093 

8.6137901 

.116883 

8.5555468 

1.00681 

.993238 

20 



50 

.118982 

8.4045586 

.119833 

8.3449558 

1.00715 

.992896 

10 


7 

0 

.121869 

8.2055090 

.122785 

8.1443464 

1.00751 

.992546 

0 

83 


10 

.124756 

8.0156450 

.125738 

7.9530224 

1.00787 

.992187 

50 



20 

.127642 

7.8344335 

.128694 

7.7703506 

1.00825 

.991820 

40 



30 

.130526 

7.6612976 

.131653 

7.5957541 

1.00863 

.991445 

30 



40 

.133410 

7.4957100 

.134613 

7.4287064 

1.00902 

.991061 

20 



50 

.136292 

7.3371909 

.137576 

7.2687255 

1.00942 

.990669 

10 


8 

0 

.139173 

7.1852965 

.140541 

7.1153697 

1.00983 

.990268 

0 

82 


10 

.142053 

7.0396220 

.143508 

6.9682335 

1.01024 

.989859 

50 



20 

.144932 

6.8997942 

.146478 

6.8269437 

1.01067 

.989442 

40 



30 

.147809 

6.7654691 

.149451 

6.6911562 

1.01111 

.989016 

30 



40 

.150686 

6.6363293 

.152426 

6.5605538 

1.01155 

.988582 

20 



50 

.153561 

6.5120812 

.155404 

6.4348428 

1.01200 

.988139 

10 


9 

0 

.156434 

6.3924532 

.158384 

6.3137515 

1.01247 

.987688 

0 

81 


10 

.159307 

6.2771933 

.161368 

6.1970279 

1.01294 

.987229 

50 



20 

.162178 

6.1660674 

.164354 

6.0844381 

1.01342 

.986762 

40 



30 

.165048 

6.0588583 

.167343 

5.9757644 

1.01391 

.986286 

30 



40 

.167916 

5.9553625 

.170334 

5.8708042 

1.01440 

.985801 

20 



50 

.170783 

5.8553921 

.173329 

5.7693688 

1.01491 

.985309 

10 


10 

0 

.173648 

5.7587705 

.176327 

5.6712818 

1.01543 

.984808 

0 

80 


10 

.176512 

5.6653331 

.179328 

5.5763786 

1.01595 

.984298 

50 



20 

.179375 

5.5749258 

.182332 

5.4845052 

1.01649 

.983781 

40 



30 

.182236 

5.4874043 

.185339 

5.3955172 

1.01703 

.983255 

30 



40 

.185095 

5.4026333 

.188359 

5.3092793 

1.01758 

.982721 

20 


» 

50 

.187953 

5.3204860 

.191363 

5.2256647 

1.01815 

.982178 

10 


11 

0 

.190809 

5.2408431 

.194380 

5.1445540 

1.01872 

.981627 

0 

79 


10 

.193664 

5.1635924 

.197401 

5.0658352 

1.01930 

.981068 

50 



20 

.196517 

5.0886284 

.200425 

4.9894027 

1.01989 

'£980500 

40 



30 

.199368 

5.0158517 

.203452 

4.9151570 

1.02049 

.979925 

30 



40 

.202218 

4.9451687 

.206483 

4.8430045 

1.02110 

.979341 

20 



50 

.205065 

4.8764907 

.209518 

4.7728568 

1.02171 

.978748 

10 


’12 

0 

.207912 

4.8097343 

,212557 

4.7046301 

1.02234 

.978148 

0 

78 


10 

.210756 

4.7448206 

.215599 

4.6382457 

1.02298 

.977539 

50 



20 

.213599 

4.6816748 

.218645 

4.5736287 

1.02362 

.976921 

40 



30 

.216440 

4.6202263 

.221695 

4.5107085 

1.02428 

.976296 

30 



40 

.219279 

4.5604080 

.224748 

4.4494181 

1.02494- 

.975662 

20 



50 

.222116 

4.5021565 

.227806 

4.3896940 

1.02562 

.975020 

10 

77 

O 

/ 

Cosine. 

Secant. 

Cotangent. 

Tangent. 

Cosecant. 

Sint. 

/ 

O 


For functions from 77°-10' to 83°-30 / read from bottom of table upward. 









































518 CAMBRIA STEEL. 


NATURAL SINES, COSECANTS, 
TANGENTS, ETC. 


o 

t 

Sine. 

Cosecant. 

Tangent. 

Cotangent. 

Secant. 

Cosine. 

t 

o 

13 

0 

.224951 

4.4454115 

.230868 

4.3314759 

1.02630 

.974370 

0 

77 


10 

.227784 

4.3901158 

.233934 

4.2747066 

1.02700 

.973712 

50 



20 

.230616 

4.3362150 

.237004 

4.2193318 

1.02770 

.973045 

40 



30 

.233445 

4.2836576 

.240079 

4.1652998 

1.02842 

.972370 

30 



40 

.236273 

4.2323943 

.243158 

4.1125614 

1.02914 

.971687 

20 



50 

.239098 

4.1823785 

.246241 

4.0610700 

1.02987 

.970995 

10 


14 

0 

.241922 

4.1335655 

.249328 

4.0107809 

1.03061 

.970296 

0 

76 


10 

.244743 

4.0859130 

.252420 

3.9616518 

1.03137 

.969588 

50 



20 

.247563 

4.0393804 

.255517 

3.9136420 

1.03213 

.968872 

40 



30 

.250380 

3.9939292 

.258618 

3.8667131 

1.03290. 

.968148 

30 



40 

.253195 

3.9495224 

.261723 

3.8208281 

1.03368 

.967415 

20 



50 

.256008 

3.9061250 

.264834 

3.7759519 

1.03447 

.966675 

10 


15 

0 

.258819 

3.8637033 

.267949 

3.7320508 

1.03528 

.965926 

0 

75 


10 

.261628 

3.8222251 

.271069 

3.6890927 

1.03609 

.965169 

50 



20 

.264434 

3.7816596 

.274195 

3.6470467 

1.03691 

.964404 

40 



30 

.267238 

3.7419775 

.277325 

3.6058835 

1.03774 

.963630 

30 



40 

.270040 

3.7031506 

.280460 

3.5655749 

1.03858 

.962849 

20 



50 

.272840 

3.6651518 

.283600 

3.5260938 

1.03944 

.962059 

10 


16 

0 

.275637 

3.6279553 

.286745 

3.4874144 

1.04030 

.961262 

0 

74 


10 

.278432 

3.5915363 

.289896 

3.4495120 

1.04117 

.960456 

50 



20 

.281225 

3.5558710 

.293052 

3.4123626 

1.04206 

.959642 

40 



30 

.284015 

3.5209365 

.296214 

3.3759434 

1.04295 

.958820 

30 



40 

.286803 

3.4867110 

.299380 

3.3402326 

1.04385 

.957990 

20 



50 

.289589 

3.4531735 

.302553 

3.3052091 

1.04477 

.957151 

10 


17 

0 

.292372 

3.4203036 

.305731 

3.2708526 

1.04569 

.956305 

0 

73 


10 

.295152 

3.3880820 

.308914 

3.2371438 

1.04663 

.955450 

50 



20 

.297930 

3.3564900 

.312104 

3.2040638 

1.04757 

.954588 

40 



30 

.300706 

3.3255095 

.315299 

3.1715948 

1.04853 

.953717 

30 



40 

.303479 

3.2951234 

.318500 

3.1397194 

1.04950 

.952838 

20 



50 

.306249 

3.2653149 

.321707 

3.1084210 

1.05047 

.951951 

10 


18 

0 

.309017 

3.2360680 

.324920 

3.0776835 

1.05146 

.951057 

0 

72 


10 

.311782 

3.2073673 

.328139 

3.0474915 

1.05246 

.950154 

50 



20 

.314545 

3.1791978 

.331364 

3.0178301 

1.05347 

.949243 

40 



30 

.317305 

3.1515453 

.334595 

2.9886850 

1.05449 

.948324 

30 



40 

.320062 

3.1243959 

.337833 

2.9600422 

1.05552 

.947397 

20 



50 

.322816 

3.0977363 

.341077 

2.9318885 

1.05657 

.946462 

10 


19 

0 

.325568 

3.0715535 

.344328 

2.9042109 

1.05762 

.945519 

0 

71 


10 

.328317 

3.0458352 

.347585 

2.8769970 

1.05869 

.944568 

50 



20 

.331063 

3.0205693 

.350848 

2.8502349 

1.05976 

.943609 

40 

70 

O 

r 

Cosine. 

Seoant. 

Cotangent. 

Tangent. 

Cosecant. 

Sine. 

f 

O 


For functions from 70°-40' to 77°-0' read from bottom of table upward. 




























































CAMBRIA STEEL. 519 


NATURAL SINES, COSECANTS, 
TANGENTS, ETC. 


0 

t 

Sine. 

Cosecant. 

Tangent. 

Cotangent. 

Secant. 

Cosine. 


0 

19 

30 

.333807 

2.9957443 

.354119 

2.8239129 

1.06085 

.942641 

30 



40 

.336547 

2.9713490 

.357396 

2.7980198 

1.06195 

.941666 

20 



50 

.339285 

2.9473724 

.360680 

2.7725448 

1.06306 

.940684 

10 


20 

0 

.342020 

2.9238044 

.363970 

2.7474774 

1.06418 

.939693 

0 

70 


10 

.344752 

2.9006346 

.367268 

2.7228076 

1.06531 

.938694 

50 



20 

.347481 

2.8778532 

.370573 

2.6985254 

1.06645 

.937687 

40 



30 

.350207 

2.8554510 

.373885 

2.6746215 

1.06761 

.936672 

30 



40 

.352931 

2.8334185 

.377204 

2.6510867 

1.06878 

.935650 

20 



50 

.355651 

2.8117471 

.380530 

2.6279121 

1.06995 

.934619 

10 


21 

0 

.358368 

2.7904281 

.383864 

2.6050891 

1.07115 

.933580 

0 

69 


10 

.361082 

2.7694532 

.387205 

2.5826094 

1.07235 

.932534 

50 



20 

.363793 

2.7488144 

.390554 

2.5604649 

1.07356 

.931480 

40 



30 

.366501 

2.7285038 

.393911 

2.5386479 

1.07479 

.930418 

30 



40 

.369206 

2.7085139 

.397275 

2.5171507 

1.07602 

.929348 

20 



50 

.371908 

2.6888374 

.400647 

2.4959661 

1.07727 

.928270 

10 


22 

0 

.374607 

2.6694672 

.404026 

2.4750869 

1.07853 

.927184 

0 

68 


10 

.377302 

2.6503962 

.407414 

2.4545061 

1.07981 

.926090 

50 



20 

.379994 

2.6316180 

.410810 

2.4342172 

1.08109 

.924989 

40 



30 

.382683 

2.6131259 

.414214 

2.4142136 

1.08239 

.923880 

30 



40 

.385369 

2.5949137 

.417626 

2.3944889 

1.08370 

.922762 

20 



50 

.388052 

2.5769753 

.421046 

2.3750372 

1.08503 

.921638 

10 


23 

0 

.390731 

2.5593047 

.424475 

2.3558524 

1.08636 

.920505 

0 

67 


10 

.393407 

2.5418961 

.427912 

2.3369287 

1.08771 

.919364 

50 



20 

.396080 

2.5247440 

.431358 

2.3182606 

1.08907 

.918216 

40 



30 

.398749 

2.5078428 

.434812 

2.2998425 

1.09044 

.917060 

30 



40 

.401415 

2.4911874 

.438276 

2.2816693 

1.09183 

.915896 

20 



50 

.404078 

2.4747726 

.441748 

2.2637357 

1.09323 

.914725 

10 


24 

0 

.406737 

2.4585933 

.445229 

2.2460368 

1.09464 

.913545 

0 

66 


10 

.409392 

2.4426448 

.448719 

2.2285676 

1.09606 

.912358 

50 



20 

.412045 

2.4269222 

.452218 

2.2113234 

1.09750 

.911164 

40 



30 

.414693 

2.4114210 

.455726 

2.1942997 

1.09895 

.909961 

30 



40 

.417338 

2.3961367 

.459244 

2.1774920 

1.10041 

.908751 

20 



50 

.419980 

2.3810650 

.462771 

2.1608958 

1.10189 

.907533 

10 


25 

0 

.422618 

2.3662016 

.466308 

2.1445069 

1.10338 

.906308 

0 

66 


10 

.425253 

2.3515424 

.469854 

2.1283213 

1.10488 

.905075 

50 



20 

.427884 

2.3370833 

.473410 

2.1123348 

1.10640 

.903834 

40 



30 

.430511 

2.3228205 

.476976 

2.0965436 

1.10793 

.902585 

30 



40 

.433135 

2.3087501 

.480551 

2.0809438 

1.10947 

".901329 

20 



50 

.435755 

2.2948685 

.484137 

2.0655318 

1.11103 

.900065 

10 1 

64 

O 

/ 

Cosine. 

Secant. 

Cotangent. 

Tangent. 

Cosecant. 

Sine. 

1 ! 

1 

O 


For functions from 64°-10' to 70°-30' read from bottom of table upward. 


















































520 CAMBRIA STEEL. 


NATURAL SINES, COSECANTS, 
TANGENTS, ETC. 


o 

t 

Sine. 

Cosecant. 

Tangent. 

Cotangent. 

Secant. 

Cosine. 

/ 

O 

26 

0 

.438371 

2.2811720 

.487733 

2.0503038 

1.11260 

.898794 

0 

64 


10 

.440984 

2.2676571 

.491339 

2.0352565 

1.11419 

.897515 

50 



20 

.443593 

2.2543204 

.494955 

2.0203862 

1.11579 

.896229 

40 



30 

.446198 

2.2411585 

.498582 

2.0056897 

1.11740 

.894934 

30 



40 

.448799 

2.2281681 

.502219 

1.9911637 

1.11903 

.893633 

20 



50 

.451397 

2.2153460 

.505867 

1.9768050 

1.12067 

.892323 

10 


27 

0 

.453990 

2.2026893 

.509525 

1.9626105 

1.12233 

.891007 

0 

63 


10 

.456580 

2.1901947 

.513195 

1.9485772 

1.12400 

.889682 

50 



20 

.459166 

2.1778595 

.516876 

1.9347020 

1.12568 

.888350 

40 



30 

.461749 

2.1656806 

.520567 

1.9209821 

1.12738 

.887011 

30 



40 

.464327 

2.1536553 

.524270 

1.9074147 

1.12910 

.885664 

20 



50 

.466901 

2.1417808 

.527984 

1*8939971 

1.13083 

.884309 

10 


28 

0 

.469472 

2.1300545 

.531709 

1.8807265 

1.13257 

.882948 

0 

62 


10 

.472038 

2.1184737 

.535447 

1.8676003 

1.13433 

.881578 

50 



20 

.474600 

2.1070359 

.539195 

1.8546159 

1.13610 

.880201 

40 



30 

.477159 

2.0957385 

.542956 

1.8417708 

1.13789 

.878817 

30 



40 

.479713 

2.0845792 

.546728 

1.8290628 

1.13970 

.877425 

20 



50 

.482263 

2.0735556 

.550515 

1.8164892 

1.14152 

.876026 

10 


29 

0 

.484810 

2.0626653 

.554309 

1.8040478 

1.14335 

.874620 

0 

61 


10 

.487352 

2.0519061 

.558118 

1.7917362 

1.14521 

.873206 

50 



20 

.489890 

2.0412757 

.561939 

1.7795524 

1.14707 

.871784 

40 



30 

.492424 

2.0307720 

.565773 

1.7674940 

1.14896 

.870356 

30 



40 

.494953 

2.0203929 

.569619 

1.7555590 

1.15085 

.868920 

20 



50 

.497479 

2.0101362 

.573478 

1.7437453 

1.15277 

.867476 

10 


30 

0 

.500000 

2.0000000 

.577350 

1.7320508 

1.15470 

.866025 

0 

60 


10 

.502517 

1.9899822 

.581235 

1.7204736 

1.15665 

.864567 

50 



20 

.505030 

1.9800810 

.585134 

1.7090116 

1.15861 

.863102 

40 



30 

.507538 

1.9702944 

.589045 

1.6976631 

1.16059 

.861629 

30 



40 

.510043 

1.9606206 

.592970 

1.6864261 

1.16259 

.860149 

20 



50 

.512543 

1.9510577 

.596908 

1.6752988 

1.16460 

.858662 

10 


31 

0 

.515038 

1.9416040 

.600861 

1.6642795 

1.16663 

.857167 

0 

59 


10 

.517529 

1.9322578 

.604827 

1.6533663 

1.16868 

.855665 

50 



20 

.520016 

1.9230173 

.608807 

1.6425576 

1.17075 

.854156 

40 



30 

.522499 

1.9138809 

.612801 

1.6318517 

1.17283 

.852640 

30 



40 

.524977 

1.9048469 

.616809 

1.6212469 

1.17493 

.851117 

20 



50 

.527450 

1.8959138 

.620832 

1.6107417 

1.17704 

.849586 

10 


32 

0 

.529919 

1.8870799 

.624869 

1.6003345 

1.17918 

.848048 

0 

58 


10 

.532384 

1.8783438 

.628921 

1.5900238 

1.18133 

.846503 

50 



20 

.534844 

1.8697040 

.632988 

1.5798079 

1.18350 

.844951 

40 

57 

O 

/ 

Cosine. 

Secant. 

Cotangent. 

Tangent. 

Cosecant. 

Sine. 

r 

O 


For functions from 57°-40' to 64°-0' read from bottom of table upward. 


4 




































CAMBRIA STEEL. 521 


NATURAL SINES, COSECANTS, 
TANGENTS, ETC. 


o 

/ 

Sine. 

Cosecant. 

Tangent. 

Cotangent. 

Secant. 

Cosine. 

/ 

o 

32 

30 

.537300 

1.8611590 

.637070 

1.5696856 

1.18569 

.843391 

30 



40 

.539751 

1.8527073 

.641167 

1.5596552 

1.18790 

.841825 

20 



50 

.542197 

1.8443476 

.645280 

1.5497155 

1.19012 

.840251 

10 


33 

0 

.544639 

1.8360785 

.649408 

1.5398650 

1.19236 

.838671 

0 

57 


10 

.547076 

1.8278985 

.653551 

1.5301025 

1.19463 

.837083 

50 



20 

.549509 

1.8198065 

.657710 

1.5204261 

1.19691 

.835488 

40 



30 

.551937 

1.8118010 

.661886 

1.5108352 

1.19920 

.833886 

30 



40 

.554360 

1.8038809 

.666077 

1.5013282 

1.20152 

.832277 

20 



50 

.556779 

1.7960449 

.670285 

1.4919039 

1.20386 

.830661 

10 


34 

0 

.559193 

1.7882916 

.674509 

1.4825610 

1.20622 

.829038 

0 

56 


10 

.561602 

1.7806201 

.678749 

1.4732983 

1.20859 

.827407 

50 



20 

.564007 

1.7730290 

.683007 

1.4641147 

1.21099 

.825770 

40 



30 

.566406 

1.7655173 

.687281 

1.4550090 

1.21341 

.824126 

30 



40 

.568801 

1.7580837 

.691573 

1.4459801 

1.21584 

.822475 

20 



50 

.571191 

1.7507273 

.695881 

1.4370268 

1.21830 

.820817 

10 


35 

0 

.573576 

1.7434468 

.700208 

1.4281480 

1.22077 

.819152 

0 

55 


10 

.575957 

1.7362413 

.704552 

1.4193427 

1.22327 

.817480 

50 



20 

.578332 

1.7291096 

.708913 

1.4106098 

1.22579 

.815801 

40 



30 

.580703 

1.7220508 

.713293 

1.4019483 

1.22833 

.814116 

30 



40 

.583069 

1.7150639 

.717691 

1.3933571 

1.23089 

.812423 

20 



50 

.585429 

1.7081478 

.722108 

1.3848355 

1.23347 

.810723 

10 


36 

0 

.587785 

1.7013016 

.726543 

1.3763810 

1.23607 

.809017 

0 

54 


10 

.590136 

1.6945244 

.730996 

1.3679959 

1.23869 

.807304 

50 



20 

.592482 

1.6878151 

.735469 

1.3596764 

1.24134 

.805584 

40 



30 

.594823 

1.6811730 

.739961 

1.3514224 

1.24400 

.803857 

30 



40 

.597159 

1.6745970 

.744472 

1.3432331 

1.24669 

.802123 

20 



50 

.599489 

1.6680864 

.749003 

1.3351075 

1.24940 

.800383 

10 


37 

0 

.601815 

1.6616401 

.753554 

1.3270448 

1.25214 

.798636 

0 

53 


10 

.604136 

1.6552575 

.758125 

1.3190441 

1.25489 

.796882 

50 



20 

.606451 

1.6489376 

.762716 

1.3111046 

1.25767 

.795121 

40 



30 

.608761 

1.6426796 

.767327 

1.3032254 

1.26047 

.793353 

30 



40 

.611067 

1.6364828 

.771959 

1.2954057 

1.26330 

.791579 

20 



50 

.613367 

1.6303462 

.776612 

1.2876447 

1.26615 

.789798 

10 


38 

0 

.615661 

1.6242692 

.781286 

1.2799416 

1.26902 

.788011 

0 

52 


10 

.617951 

1.6182510 

.785981 

1.2722957 

1.27191 

.786217 

50 



20 

.620235 

1.6122908 

.790698 

1.2647062 

1.27483 

.784416 

40 



30 

.622515 

1.6063879 

.795436 

1.2571723 

1.27778 

.782608 

30 



40 

.624789 

1.6005416 

.800196 

1.2496933 

1.28075 

.780794 

20 



50 

.627057 

1.5947511 

.804979 

1.2422685 

1.28374 

.778973 

10 

61 

O 

/ 

Cosine. 

Secant, 

Cotangent. 

Tangent. 

Cosecant 

Sine. 

/ 

o 


For functions from 51°-10' to 57 ° 80' read from bottom of table upward. 










































522 CAMBRIA STEEL. 


NATURAL SINES, COSECANTS, 
TANGENTS, ETC. 


0 

f 

Sine. 

Cosecant. 

Tangent. 

Cotangent. 

Secant. 

Cosine. 

t 

O 

39 

0 

.629320 

1.5890157 

.809784 

1.2348972 

1.28676 

.777146 

0 

51 


10 

.631578 

1.5833318 

.814612 

1.2275786 

1.28980 

.775312 

50 



20 

.633831 

1.5777077 

.819463 

1.2203121 

1.29287 

.773472 

40 



30 

.636078 

1.5721337 

.824336 

1.2130970 

1.29597 

.771625 

30 



40 

.638320 

1.5666121 

.829234 

1.2059327 

1.29909 

.769771 

20 



50 

.640557 

1.5611424 

.834155 

1.1988184 

1.30223 

.767911 

10 


40 

0 

.642788 

1.5557238 

.839100 

1.1917536 

1.30541 

.766044 

0 

50 


10 

.645013 

1.5503558 

.844069 

1.1847376 

1.30861 

.764171 

50 



20 

.647233 

1.5450378 

.849062 

1.1777698 

1.31183 * 

.762292 

40 



30 

.649448 

1.5397690 

.854081 

1.1708496 

1.31509 

.760406 

30 



40 

.651657 

1.5345491 

.859124 

1.1639763 

1.31837 

.758514 

20 



50 

.653861 

1.5293773 

.864193 

1.1571495 

1.32168 

.756615 

10 


41 

0 

.656059 

1.5242531 

.869287 

1.1503684 

1.32501 

.754710 

0 

49 


10 

.658252 

1.5191759 

.874407 

1.1436326 

1.32838 

.752798 

50 



20 

.660439 

1.5141452 

.879553 

1.1369414 

1.33177 

.750880 

40 



30 

.662620 

1.5091605 

.884725 

1.1302944 

1.33519 

.748956 

30 



40 

.664796 

1.5042211 

.889924 

1.1236909 

1.33864 

.747025 

20 



50 

.666966 

1.4993267 

.895151 

1.1171305 

1.34212 

.745088 

10 


42 

0 

.669131 

1.4944765 

.900404 

1.1106125 

1.34563 

.743145 

0 

48 


10 

.671289 

1.4896703 

.905685 

1.1041365 

1.34917 

.741195 

50 



20 

.673443 

1.4849073 

.910994 

1.0977020 

1.35274 

.739239 

40 



30 

.675590 

1.4801872 

.916331 

1.0913085 

1.35634 

.737277 

30 



40 

.677732 

1.4755095 

.921697 

1.0849554 

1.35997 

.735309 

20 



50 

.679868 

1.4708736 

.927091 

1.0786423 

1.36363 

.733335 

10 


43 

0 

.681998 

1.4662792 

.932515 

1.0723687 

1.36733 

.731354 

0 

47 


10 

.684123 

1.4617257 

.937968 

1.0661341 

1.37105 

.729367 

50 



20 

.686242 

1.4572127 

.943451 

1.0599381 

1.37481 

.727374 

40 



30 

.688355 

1.4527397 

.948965 

1.0537801 

1.37860 

.725374 

30 



40 

.690462 

1.4483063 

.954508 

1.0476598 

1.38242 

.723369 

20 



50 

.692563 

1.4439120 

.960083 

1.0415767 

1.38628 

.721357 

10 


44 

0 

.694658 

1.4395565 

.965689 

1.0355303 

1.39016 

.719340 

0 

46 


10 

.696748 

1.4352393 

.971326 

1.0295203 

1.39409 

.717316 

50 



20 

.698832 

1.4309602 

.976996 

1.0235461 

1.39804 

.715286 

40 



30 

.700909 

1.4267182 

.982697 

1.0176074 

1.40203 

.713251 

30 



40 

.702981 

1.4225134 

.988432 

1.0117088 

1.40606 

.711209 

20 



50 

.705047 

1.4183454 

.994199 

1.0058348 

1.41012 

.709161 

• 

10 


45 

0 

.707107 

1.4142136 

1.000000 

1.0000000 

1.41421 

.707107 

0 

45 

O 

/ 

Cosine. 

Secant. 

Cotangent. 

Tangent. 

Cosecant. 

Sine. 

/ 

O 


For functions from 45°-0' to 51 0 -(y read from bottom of table upward. 














































CAMBRIA STEEL. 

523 


SQUARES, CUBES, SQUARE ROOTS, 

CUBE ROOTS AND RECIPROCALS. 

No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

1 

1 

1 

1.0000000 

1.0000000 

1.000000000 

2 

4 

8 

1.4142136 

1.2599210 

.500000000 

3 

9 

27 

1.7320508 

1.4422496 

.333333333 

4 

16 

64 

2.0000000 

1.5874011 

.250000000 

5 

25 

125 

2.2360680 

1.7099759 

.200000000 

6 

36 

216 

2.4494897 

1.8171206 

.166666667 

7 

49 

343 

2.6457513 

1.9129312 

.142857143 

8 

64 

512 

2.8284271 

2.0000000 

.125000000 

9 

81 

729 

3.0000000 

2.0800837 

.111111111 

10 

100 

1000 

3.1622777 

2.1544347 

.100000000 

11 

121 

1331 

3.3166248 

2.2239801 

.090909091 

12 

144 

1728 

3.4641016 

2.2894286 

.083333333 

13 

169 

2197 

3.6055513 

2.3513347 

.076923077 

14 

196 

2744 

3.7416574 

2.4101422 

.071428571 

15 

225 

3375 

3.8729833 

2.4662121 

.066666667 

16 

256 

4096 

4.0000000 

2.5198421 

.062500000 

17 

289 

4913 

4.1231056 

2.5712816 

.058823529 

18 

324 

5832 

4.2426407 

2.6207414 

.055555556 

19 

361 

6859 

4.3588989 

2.6684016 

.052631579 

20 

400 

8000 

4.4721360 

2.7144177 

.050000000 

21 

441 

9261 

4.5825757 

2.7589243 

.047619048 

22 

484 

10648 

4.6904158 

2.8020393 

.045454545 

23 

529 

12167 

4.7958315 

2.8438670 

.043478261 

24 

576 

13824 

4.8989795 

2.8844991 

.041666667 

25 

625 

15625 

5.0000000 

2.9240177 

.040000000 

26 

676 

17576 

5.0990195 

2.9624960 

.038461538 

27 

729 

19683 

5.1961524 

3.0000000 

.037037037 

28 

784 

21952 

5.2915026 

3.0365889 

.035714286 

29 

841 

24389 

5.3851648 

3.0723168 

.034482759 

30 

900 

27000 

5.4772256 

3.1072325 

.033333333 

31 

961 

29791 

5.5677644 

3.1413806 

.032258065 

32 

1024 

32768 

5.6568542 

3.1748021 

.031250000 

33 

1089 

35937 

5.7445626 

3.2075343 

.030303030 

34 

1156 

39304 

5.8309519 

3.2396118 

.029411765 

35 

1225 

42875 

5.9160798 

3.2710663 

.028571429 

36 

1296 

46656 

6.0000000 

3.3019272 

.027777778 

37 

1369 

50653 

6.0827625 

3.3322218 

.027027027 

38 

1444 

54872 

6.1644140 

3.3619754 

.026315789 

39 

1521 

59319 

6.2449980 

3.3912114 

.025641026 

40 

1600 

64000 

6.3245553 

3.4199519 

.025000000 

41 

1681 

68921 

6.4031242 

3.4482172 

.024390244 

42 

1764 

74088 

6.4807407 

3.4760266 

.023809524 

43 

1849 

79507 

6.5574385 

3.5033981 

023255814 

44 

1936 

85184 

6.6332496 

3.5303483 

.022727273 

45 

2025 

91125 

6.7082039 

3.5568933 

.022222222 

46 

2116 

97336 

6.7823300 

3.5830479 

.021739130 

47 

2209 

103823 

6.8556546 

3.6088261 

.021276596 

48 

2304 

110592 

6.9282032 

3.6342411 

.020833333 

49 

2401 

117649 

70000000 

3.6593057 

.020408163 

50 

2500 

125000 

7.0710678 

3.6840314 

.020000000 

51 

2601 

132651 

7.1414284 

3.7084298 

.019607843 

52 

2704 

140608 

7.2111026 

3.7325111 

.019230769 

53 

2809 

148877 

7.2801099 

3.7562858 

.018867925 

54 

2916 

157464 

7.3484692 

3.7797631 

.018518519 

55 

3025 

166375 

7.4161985 

3.8029525 

.018181818 

56 

3136 

175616 

7.4833148 

3.8258624 

.017857143 

57 

3249 

185193 

7.5498344 

3.8485011 

.017543860 

58 

3364 

195112 

. 7.6157731 

3.8708766 

.017241379 

59 

3481 

205379 

7.6811457 

3.8929965 

.016949153 























524 CAMBRIA STEEL. 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

60 

3600 

216000 

7.7459667 

3.9148676 

.016666667 

61 

3721 

226981 

7.8102497 

3.9364972 

.016393443 

62 

3844 

238328 

7.8740079 

3.9578915 

.016129032 

63 

3969 

250047 

7.9372539 

3.9790571 

.015873016 

64 

4096 

262144 

8.0000000 

4.0000000 

.015625000 

65 

4225 

274625 

8.0622577 

4.0207256 

.015384615 

66 

4356 

287496 

8.1240384 

4.0412401 

.015151515 

67 

4489 

300763 

8.1853528 

4.0615480 

.014925373 

68 

4624 

314432 

8.2462113 

4.0816551 

.014705882 

69 

4761 

328509 

8.3066239 

4.1015661 

.014492754 

70 

4900 

343000 

8.3666003 

4.1212853 

.014285714 

71 

5041 

357911 

8.4261498 

4.1408178 

.014084507 

72 

5184 

373248 

8.4852814 

4.1601676 

.013888889 

73 

5329 

389017 

8.5440037 

4.1793390 

.013698630 

74 

5476 

405224 

8.6023253 

4.1983S64 

.013513514 

75 

5625 

421875 

8.6602540 

4.2171633 

.013333333 

76 

5776 

438976 

8.7177979 

4.2358236 

.013157895 

77 

5929 

456533 

8.7749644 

4.2543210 

.012987013 

78 

6084 

474552 

8.8317609 

4.2726586 

.012820513 

79 

6241 

493039 

8.8881944 

4.2908404 

.012658228 

80 

6400 

512000 

8.9442719 

4.3088695 

.012500000 

81 

6561 

531441 

9.0000000 

4.3267487 

.012345679 

82 

6724 

551368 

9.0553851 

4.3444815 

.012195122 

83 

6889 

571787 

9.1104336 

4.3620707 

.012048193 

84 

7056 

592704 

9.1651514 

4 3795191 

.011904762 

85 

7225 

614125 

9.2195445 

4.3968296 

.011764706 

86 

7396 

636056 

9.2736185 

4.4140049 

.011627907 

87 

7569 

658503 

9.3273791 

4.4310476 

.011494253 

88 

7744 

681472 

9.3808315 

4.4479602 

.011363636 

89 

7921 

704969 

9.4339811 

4.4647451 

.011235955 

90 

8100 

729000 

9.4868330 

4.4814047 

.011111111 

91 

8281 

753571 

9.5393920 

4.4979414 

.010989011 

92 

8464 

778688 

9.5916630 

4 5143574 

.010869565 

93 

8649 

804357 

9.6436508 

4.5306549 

.010752688 

94 

8836 

830584 

9.6953597 

4.5468359 

.010638298 

95 

9025 

857375 

9.7467943 

4.5629026 

.010526316 

96 

9216 

884736 

9.7979590 

4.5788570 

.010416667 

97 

9409 

912673 

9.8488578 

4.5947009 

.010309278 

98 

9604 

941192 

9.8994949 

4.6104363 

.010204082 

99 

9801 

970299 

9.9498744 

4.6260650 

.010101010 

100 

10000 

1000000 

10.0000000 

4.6415888 

.010000000 

101 

10201 

1030301 

10.0498756 

4.6570095 

.009900990 

102 

10404 

1061208 

10.0995049 

4.6723287 

.009803922 

103 

10609 

1092727 

10.1488916 

4.6875482 

.009708738 

104 

10816 

1124864 

10.1980390 

4.7026694 

.009615385 

105 

11025 

1157625 

10.2469508 

4.7176940 

.009523810 

106 

11236 

1191016 

10.2956301 

4.7326235 

.009433962 

107 

11449 

1225043 

10.3440804 

4.7474594 

.009345794 

108 

11664 

1259712 

10.3923048 

4.7622032 

.009259259 

109 

11881 

1295029 

10.4403065 

4.7768562 

.009174312 

110 

12100 

1331000 

10.4880885 

4.7914199 

.009090909 

111 

12321 

1367631 

10.5356538 

4.8058955 

.009009009 

112 

12544 

1404928 

10.5830052 

4.8202845 

.008928571 

113 

12769 

1442897 

10.6301458 

4.8345881 

.008849558 

114 

12996 

1481544 

10.6770783 

4.8488076 

.008771930 

115 

13225! 

1520875 

10.7238053 

4.8629442 

.008695652 

116 

13456 

1560896 

10.7703296 

4.8769990 

.008620690 

117 

13689 

1601613 

10.8166538 

4.8909732 

.008547009 

118 

13924 

1643032 

10.8627805 

4.9048681 

.008474576 

119 

14161 

1685159 

10.9087121 

4.9186847 

.008403361 





















CAMBRIA STEEL. 525 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

120 

14400 

1728000 

10.9544512 

4.9324242 

.008333333 

121 

14641 

1771561 

11.0000000 

4.9460874 

.008264463 

122 

14884 

1815848 

11.0453610 

4.9596757 

.008196721 

123 

15129 

1860867 

11.0905365 

4.9731898 

.008130081 

124 

15376 

1906624 

11.1355287 

4.9866310 

.008064516 

125 

15625 

1953125 

11.1803399 

5.0000000 

.008000000 

126 

15876 

2000376 

11.2249722 

5.0132979 

.007936508 

127 

16129 

2048383 

11.2694277 

5.0265257 

.007874016 

128 

16384 

2097152 

11.3137085 

5.0396842 

.007812500 

129 

16641 

2146689 

11.3578167 

5.0527743 

.007751938 

130 

16900 

2197000 

11.4017543 

5.0657970 

.007692308 

131 

17161 

2248091 

11.4455231 

5.0787531 

.007633588 

132 

17424 

2299968 

11.4891253 

5.0916434 

.007575758 

133 

17689 

2352637 

11.5325626 

5.1044687 

.007518797 

134 

17956 

2406104 

11.5758369 

5.1172299 

.007462687 

135 

18225 

2460375 

11.6189500 

5.1299278 

.007407407 

136 

18496 

2515456 

11.6619038 

5.1425632 

.007352941 

137 

18769 

2571353 

11.7046999 

5.1551367 

.007299270 

138 

19044 

2628072 

11.7473401 

5.1676493 

.007246377 

139 

19321 

2685619 

11.7898261 

5.1801015 

.007194245 

140 

19600 

2744000 

11.8321596 

5.1924941 

.007142857 

141 

19881 

2803221 

11.8743421 

5.2048279 

.007092199 

142 

20164 

2863288 

11.9163753 

5.2171034 

.007042254 

143 

20449 

2924207 

11.9582607 

5.2293215 

.006993007 

144 

20736 

2985984 

12.0000000 

5.2414828 

.006944444 

145 

21025 

3048625 

12.0415946 

5.2535879 

.006896552 

146 

21316 

3112136 

12.0830460 

5.2656374 

.006849315 

147 

21609 

3176523 

12.1243557 

5.2776321 

.006802721 

148 

21904 

3241792 

12.1655251 

5.2895725 

.006756757 

149 

22201 

3307949 

12.2065556 

5.3014592 

.006711409 

150 

22500 

3375000 

12.2474487 

5.3132928 

.006666667 

151 

22801 

3442951 

12.2882057 

5.3250740 

.006622517 

152 

23104 

3511808 

12.3288280 

5.3368033 

.006578947 

153 

23409 

3581577 

12.3693169 

5 3484812 

.006535948 

154 

23716 

3652264 

12.4096736 

5.3601084 

.006493506 

155 

24025 

3723875 

12.4498996 

5.3716854 

.006451613 

156 

24336 

3796416 

12.4899960 

5.3832126 

.006410256 

157 

24649 

3869893 

12.5299641 

5.3946907 

.006369427 

158 

24964 

3944312 

12.5698051 

5.4061202 

.006329114 

159 

25281 

4019679 

12.6095202 

5.4175015 

.006289308 

160 

25600 

4096000 

12.6491106 

5.4288352 

.006250000 

161 

25921 

4173281 

12.6885775 

5.4401218 

.006211180 

162 

26244 

4251528 

12.7279221 

5.4513618 

.006172840 

163 

26569 

4330747 

12.7671453 

5.4625556 

.006134969 

164 

26896 

4410944 

12.8062485 

5.4737037 

.006097561 

165 

27225 

4492125 

12.8452326 

5.4848066 

.006060606 

166 

27556 

4574296 

12.8840987 

5.4958647 

.006024096 

167 

27889 

4657463 

12.9228480 

5.5068784 

.005988024 

168 

28224 

4741632 

12.9614814 

5.5178484 

.005952381 

169 

28561 

4826809 

13.0000000 

5.5287748 

.005917160 

170 

28900 

4913000 

13.0384048 

5.5396583 

.005882353 

171 

29241 

5000211 

13.0766968 

5.5504991 

.005847953 

172 

29584 

5088448 

13.1148770 

5.5612978 

.005813953 

173 

29929 

5177717 

13.1529464 

5.5720546 

.005780347 

174 

30276 

5268024 

13.1909060 

5.5827702 

.005747126 

175 

30625 

5359375 

13.2287566 

5.5934447 

.005714286 

176 

30976 

5451776 

13.2664992 

5.6040787 

.005681818 

177 

31329 

5545233 

13.3041347 

5.6146724 

.005649718 

178 

31684 

5639752 

13.3416641 

5.6252263 

.005617978 

179 

32041 

5735339 

13.3790882 

5.6357408 

.005586592 



























526 CAMBRIA STEEL. 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


Ho. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

180 

32400 

5832000 

13.4164079 

5.6462162 

.005555556 

181 

32761 

5929741 

13.4536240 

5.6566528 

.005524862 

182 

33124 

6028568 

13.4907376 

5.6670511 

.005494505 

183 

33489 

6128487 

13.5277493 

5.6774114 

.005464481 

184 

33856 

6229504 

13.5646600 

5.6877340 

.005434783 

185 

34225 

6331625 

13.6014705 

5.6980192 

.005405405 

186 

34596 

6434856 

13.6381817 

5.7082675 

.005376344 

187 

34969 

6539203 

13.6747943 

5.7184791 

.005347594 

188 

35344 

6644672 

13.7113092 

5.7286543 

.005319149 

189 

35721 

6751269 

13.7477271 

5.7387936 

.005291005 

190 

36100 

6859000 

13.7840488 

5.7488971 

.005263158 

191 

36481 

6967871 

13.8202750 

5.7589652 

.005235602 

192 

36864 

7077888 

13.8564065 

5.7689982 

.005208333 

193 

37249 

7189057 

13.8924440 

5.7789966 

.005181347 

194 

37636 

7301384 

13.9283883 

5.7889604 

.005154639 

195 

38025 

7414875 

13.9642400 

5.7988900 

.005128205 

196 

38416 

7529536 

14.0000000 

5.8087857 

.005102041 

197 

38809 

7645373 

14.0356688 

5.8186479 

.005076142 

198 

39204 

7762392 

14.0712473 

5.8284767 

.005050505 

199 

39601 

7880599 

14.1067360 

5.8382725 

.005025126 

200 

40000 

8000000 

14.1421356 

5.8480355 

.005000000 

201 

40401 

8120601 

14.1774469 

5.8577660 

.004975124 

202 

40804 

8242408 

14.2126704 

5.8674643 

.004950495 

203 

41209 

8365427 

14.2478068 

5.8771307 

.004926108 

204 

41616 

84S9664 

14.2828569 

5.8867653 

.004901961 

205 

42025 

8615125 

14.3178211 

5.8963685 

.004878049 

206 

42436 

8741816 

14.3527001 

5.9059406 

.004854369 

207 

42849 

8869743 

14.3874946 

5.9154817 

.004830918 

208 

43264 

8998912 

14.4222051 

5.9249921 

.004807692 

209 

43681 

9129329 

14.4568323 - 

5.9344721 

.004784689 

210 

44100 

9261000 

14.4913767 

5.9439220 

.004761905 

211 

44521 

9393931 

14.5258390 

5.9533418 

.004739336 

212 

44944 

9528128 

14.5602198 

5.9627320 

.004716981 

213 

45369 

9663597 

14.5945195 

5.9720926 

.004694836 

214 

45796 

9800344 

14.6287388 

5.9814240 . 

.004672897 

215 

46225 

9938375 

14.6628783 

5.9907264 

.004651163 

216 

46656 

10077696 

14.6969385 

6.0000000 

.004629630 

217 

47089 

10218313 

14.7309199 

6.0092450 

.004608295 

218 

47524 

10360232 

14.7648231 

6.0184617 

.004587156 

219 

47961 

10503459 

14.7986486 

6.0276502 

.004566210 

220 

48400 

10648000 

14.8323970 

6.0368107 

.004545455 

221 

48841 

10793861 

14.8660687 

6.0459435 

.004524887 

222 

49284 

10941048 

14.8996644 

6.0550489 

.004504505 

223 

49729 

11089567 

14.9331845 

6.0641270 

.004484305 

224 

50176 

11239424 

14.9666295 

6.0731779 

.004464286 

225 

50625 

11390625 

15.0000000 

6.0822020 

.004444444 

226 

51076 

11543176 

15.0332964 

6.0911994 

.004424779 

227 

51529 

11697083 

15.0665192 

6.1001702 

.004405286 

228 

51984 

11852352 

15.0996689 

6.1091147 

.004385965 

229 

52441 

12008989 

15.1327460 

6.1180332 

.004366812 

230 

52900 

12167000 

15.1657509 

6.1269257 

.004347826 

231 

53361 

12326391 

15.1986842 

6.1357924 

.004329004 

232 

53824 

12487168 

15.2315462 

6.1446337 

.004310345 

233 

54289 

12649337 

15.2643375 

6.1534495 

.004291845 

234 

54756 

12812904 

15.2970585 

6.1622401 

.004273504 

235 

55225 

12977875 

15.3297097 

6.1710058 

.004255319 

236 

55696 

13144256 

15.3622915 

6.1797466 

.004237288 

237 

56169 

13312053 

15.3948043 

6.1884628 

.004219409 

238 

56644 

13481272 

15.4272486 

6.1971544 

.004201681 

239 

57121 

13651919 

15.4596248 

6.2058218 

.004184100 

















CAMBRIA STEEL. 527 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Spares. 

Cubes. 

Spare Roots. 

Cube Roots. 

Reciprocals. 

240 

57600 

13824000 

15.4919334 

6.2144650 

.004166667 

241 

58081 

13997521 

15.5241747 

6.2230843 

.004149378 

242 

58564 

14172488 

15.5563492 

6.2316797 

.004132231 

243 

59049 

14348907 

15.5884573 

6.2402515 

.004115226 

244 

59536 

14526784 

15.6204994 

6.248/998 

.004098361 

245 

60025 

14706125 

15.6524758 

6.2573248 

.004081633 

246 

60516 

14886936 

15.6843871 

6.2658266 

.004065041 

247 

61009 

15069223 

15.7162336 

6.2743054 

.004048583 

248 

61504 

15252992 

15.7480157 

6.2827613 

.004032258 

249 

62001 

15438249 

15.7797338 

6.2911946 

,004016064 

250 

62500 

15625000 

15.8113883 

6.2996053 

.004000000 

251 

63001 

15813251 

15.8429795 

6.3079935 

.003984064 

252 

63504 

16003008 

15.8745079 

6.3163596 

.003968254 

253 

64009 

16194277 

15.9059737 

6.3247035 

.003952569 

254 

64516 

16387064 

15.9373775 

6.3330256 

.003937008 

255 

65025 

16581375 

15.9687194 

6.3413257 

.003921569 

256 

65536 

16777216 

16.0000000 

6.3496042 

.003906250 

257 

66049 

16974593 

16.0312195 

6.3578611 

.003891051 

258 

66564 

17173512 

16.0623784 

6.3660968 

.003875969 

259 

67081 

17373979 

16.0934769 

6.3743111 

.003861004 

260 

67600 

17576000 

16.1245155 

6.3825043 

.003846154 

261 

68121 

17779581 

16.1554944 

6.3906765 

.003831418 

262 

68644 

17984728 

16.1864141 

6.3988279 

.003816794 

263 

69169 

18191447 

16.2172747 

6.4069585 

.003802281 

264 

69696 

18399744 

16.2480768 

6.4150687 

.003787879 

265 

70225 

18609625 

16.2788206 

6.4231583 

.003773585 

266 

70756 

18821096 

16.3095064 

6.4312276 

.003759398 

267 

71289 

19034163 

16.3401346 

6.4392767 

.003745318 

268 

71824 

19248832 

16.3707055 

6.4473057 

.003731343 

269 

72361 

19465109 

16.4012195 

6.4553148 

.003717472 

270 

72900 

19683000 

16.4316767 

6.4633041 

.003703704 

271 

73441 

19902511 

16.4620776 

6.4712736 

.003690037 

272 

73984 

20123648 

16.4924225 

6.4792236 

.003676471 

273 

74529 

' 20346417 

16.5227116 

6.4871541 

.003663004 

274 

75076 

20570824 

16.5529454 

6.4950653 

.003649635 

275 

75625 

20796875 

16.5831240 

6.5029572 

.003636364 

276 

76176 

21024576 

16.6132477 

6.5108300 

.003623188 

277 

76729 

21253933 

16.6433170 

6.5186839 

.003610108 

278 

77284 

21484952 

16.6733320 

6.5265189 

.003597122 

279 

77841 

21717639 

16.7032931 

6.5343351 

.003584229 

280 

78400 

21952000 

16.7332005 

6.5421326 

.003571429 

281 

78961 

22188041 

16.7630546 

6.5499116 

003558719 

282 

79524 

22425768 

16.7928556 

6.5576722 

.003546099 

283 

80089 

22665187 

16.8226038 

6.5654144 

003533569 

284 

80656 

22906304 

16.8522995 

6.5731385 

.003521127 

285 

81225 

23149125 

16.8819430 

6.5808443 

.003508772 

286 

81796 

23393656 

16.9115345 

6.5885323 

.003496503 

287 

82369 

23639903 

16.9410743 

6.5962023 

.003484321 

288 

82944 

23887872 

16.9705627 

6.6038545 

.003472222 

289 

83521 

24137569 

17.0000000 

6.6114890 

.003460208 

290 

84100 

24389000 

17.0293864 

6.6191060 

.003448276 

291 

84681 

24642171 

17.0587221 

6.6267054 

.003436426 

292 

85264 

24897088 

17.0880075 

6.6342874 

.003424658 

293 

85849 

25153757 

17.1172428 

6.6418522 

.003412969 

294 

86436 

25412184 

17.1464282 

6.6493998 

.003401361 

295 

87025 

25672375 

17.1755640 

6.6569302 

.003389831 

296 

87616 

25934336 

17.2046505 

6.6644437 

.003378378 

297 

88209 

26198073 

17.2336879 

6.6719403 

.003367003 

298 

88804 

26463592 

17.2626765 

6.6794200 

.003355705 

299 

89401 

26730899 

17.2916165 

6.6868831 

.003344482 



















528 CAMBRIA STEEL. 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Square*. 

Cubes. 

Square Boots. 

Cube Roots. 

Reciprocals. 

300 

90000 

27000000 

17.3205081 

6.6943295 

.003333333 

301 

90601 

27270901 

17.3493516 

6.7017593 

.003322259 

302 

91204 

27543608 

17.3781472 

6.7091729 

.003311258 

303 

91809 

27818127 

17.4068952 

6.7165700 

.003300330 

304 

92416 

28094464 

17.4355958 

6.7239508 

.003289474 

305 

93025 

28372625 

17.4642492 

6.7313155 

.003278689 

306 

93636 

28652616 

17.4928557 

6.7386641 

.003267974 

307 

94249 

28934443 

17.5214155 

6.7459967 

.003257329 

308 

94864 

29218112 

17.5499288 

6.7533134 

.003246753 

309 

95481 

29503629 

17.5783958 

6.7606143 

.003236246 

310 

96100 

29791000 

17.6068169 

6.7678995 

.003225806 

311 

96721 

30080231 

17.6351921 

6.7751690 

.003215434 

312 

97344 

30371328 

17.6635217 

6.7824229 

.003205128 

313 

97969 

30664297 

17.6918060 

6.7896613 

.003194888 

314 

98596 

30959144 

17.7200451 

6.7968844 

.003184713 

315 

99225 

31255875 

17.7482393 

6.8040921 

.003174603 

316 

99856 

31554496 

17.7763888 

6.8412847 

.003164557 

317 

100489 

31855013 

17.8044938 

6.8184620 

.003154574 

318 

101124 

32157432 

17.8325545 

6.8256242 

.003144654 

319 

101761 

32461759 

17.8605711 

6.8327714 

.003134796 

320 

102400 

32768000 

17.8885438 

6.8399037 

.003125000 

321 

103041 

33076161 

17.9164729 

6.8470213 

.003115265 

322 

103684 

33386248 

17.9443584 

6.8541240 

.003105590 

323 

104329 

33698267 

17.9722008 

6.8612120 

.003095975 

324 

104976 

34012224 

18.0000000 

6.8682855 

.003086420 

325 

105625 

34328125 

18.0277564 

6.8753443 

.003076923 

326 

106276 

34645976 

18.0554701 

6.8823888 

.003067485 

327 

106929 

34965783 

18.0831413 

6.8894188 

.003058104 

328 

107584 

35287552 

18.1107703 

6.8964345 

.003048780 

329 

108241 

35611289 

18.1383571 

6.9034359 

.003039514 

330 

108900 

35937000 

18.1659021 

6.9104232 

.003030303 

331 

109561 

36264691 

18.1934054 

6.9173964 

.003021148 

332 

110224 

36594368 

18.2208672 

6.9243556 

.003012048 

333 

110889 

36926037 

18.2482876 

6.9313008 

.003003003 

334 

111556 

37259704 

18.2756669 

6.9382321 

.002994012 

335 

112225 

37595375 

18.3030052 

6.9451496 

.002985075 

336 

112896 

37933056 

18.3303028 

6.9520533 

.002976190 

337 

113569 

38272753 

18.3575598 

6.9589434 

.002967359 

338 

114244 

38614472 

18.3847763 

6.9658198 

.002958580 

339 

114921 

38958219 

18.4119526 

6.9726826 

.002949853 

340 

115600 

39304000 

18.4390889 

6.9795321 

.002941176 

341 

116281 

39651821 

18.4661853 

6.9863681 

.002932551 

342 

116964 

40001688 

18.4932420 

6.9931906 

.002923977 

343 

117649 

40353607 

18.5202592 

7.0000000 

.002915452 

344 

118336 

40707584 

18.5472370 

7.0067962 

.002906977 

345 

119025 

41063625 

18.5741756 

7.0135791 

.002898551 

346 

119716 

41421736 

18.6010752 

7.0203490 

.002890173 

347 

120409 

41781923 

18.6279360 

7.0271058 

.002881844 

348 

121104 

42144192 

18.6547581 

7.0338497 

.002873563 

349 

121801 

42508549 

18.6815417 

7.0405806 

.002865330 

350 

122500 

42875000 

18.7082869 

7.0472987 

.002857143 

351 

123201 

43243551 

18.7349940 

7.0540041 

.002849003 

352 

123904 

43614208 

18.7616630 

7.0606967 

.002840909 

353 

124609 

43986977 

18.7882942 

7.0673767 

.002832861 

354 

125316 

44361864 

18.8148877 

7.0740440 

.002824859 

355 

126025 

44738875 

18.8414437 

7.0806988 

.002816901 

356 

126736 

45118016 

18.8679623 

7.0873411 

.002808989 

357 

127449 

45499293 

18.8944436 

7.0939709 

.002801120 

358 

128164 

45882712 

18.9208879 

7.1005885 

.002793296 

359 

128881 

46268279 

18.9472953 

7.1071937 

.002785515 



















CAMBRIA STEEL. 529 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

360 

129600 

46656000 

18.9736660 

7.1137866 

.002777778 

361 

130321 

47045881 

19.0000000 

7.1203674 

.002770083 

362 

131044 

47437928 

19.0262976 

7.1269360 

.002762431 

363 

131769 

47832147 

19.0525589 

7.1334925 

.002754821 

364 

132496 

48228544 

19.0787840 

7.1400370 

.002747253 

365 

133225 

48627125 

19.1049732 

7.1465695 

.002739726 

366 

133956 

49027896 

19.1311265 

7.1530901 

.002732240 

367 

134689 

4S430863 

19.1572441 

7.1595988 

.002724796 

368 

135424 

49836032 

19.1833261 

7.1660957 

.002717391 

369 

136161 

50243409 

19.2093727 

7.1725809 

.002710027 

370 

136900 

50653000 

19.2353841 

7.1790544 

.002702703 

371 

137641 

51064811 

19.2613603 

71855162 

.002695418 

372 

138384 

51478848 

19.2873015 

7.1919663 

.002688172 

373 

139129 

51895117 

19.3132079 

7.1984050 

.002680965 

374 

139876 

52313624 

19.3390796 

7.2048322 

.002673797 

375 

140625 

52734375 

19.3649167 

7.2112479 

.002666667 

376 

141376 

53157376 

19.3907194 

7.2176522 

.002659574 

377 

142129 

53582633 

19.4164878 

7.2240450 

.002652520 

378 

142884 

54010152 

19.4422221 

7.2304268 

.002645503 

379 

143641 

54439939 

19.4679223 

7.2367972 

.002638522 

380 

144400 

54872000 

19.4935887 

7.2431565 

.002631579 

381 

145161 

55306341 

19.5192213 

7.2495045 

.002624672 

382 

145924 

55742968 

19.5448203 

7.2558415 

.002617801 

383 

146689 

56181887 

19.5703858 

7.2621675 

.002610966 

384 

147456 

56623104 

19.5959179 

7.2684824 

.002604167 

385 

148225 

57066625 

19.6214169 

7.2747864 

.002597403 

386 

148996 

57512456 

19.6468827 

7.2810794 

.002590674 

387 

149769 

57960603 

19.6723156 

7 2873617 

.002583979 

388 

150544 

58411072 

19.6977156 

7.2936330 

.002577320 

389 

151321 

58863869 

19.7230829 

7.2998936 

.002570694 

390 

152100 

59319000 

19.7484177 

7.3061436 

.002564103 

391 

152881 

59776471 

19.7737199 

7.3123828 

.002557545 

392 

153664 

60236288 

19.7989899 

7.3186114 

.002551020 

393 

154449 

60698457 

19.8242276 

7.3248295 

.002544529 

394 

155236 

61162984 

19.8494332 

7.3310369 

.002538071 

395 

156025 

61629875 

19.8746069 

7.3372339 

.002531646 

396 

156816 

62099136 

19.8997487 

7.3434205 

.002525253 

397 

157609 

62570773 

19.9248588 

7.3495966 

002518892 

398 

158404 

63044792 

19.9499373 

7.3557624 

.002512563 

399 

159201 

63521199 

19.9749844 

7.3619178 

.002506266 

400 

160000 

64000000 

20.0000000 

7.3680630 

.002500000 

401 

160801 

64481201 

20.0249844 

7.3741979 

.002493766 

402 

161604 

64964808 

20.0499377 

7.3803227 

.002487562 

403 

162409 

65450827 

20.0748599 

7.3864373 

.002481390 

404 

163216 

65939264 

20.0997512 

7.3925418 

.002475248 

405 

164025 

66430125 

20.1246118 

7.3986363 

.002469136 

406 

164836 

66923416 

20.1494417 

7.4047206 

.002463054 

407 

165649 

67419143 

20.1742410 

7.4107950 

.002457002 

408 

166464 

67917312 

20.1990099 

7.4168595 

.002450980 

409 

167281 

68417929 

20.2237484 

7.4229142 

.002444988 

410 

168100 

68921000 

20.2484567 

7.4289589 

.002439024 

411 

168921 

69426531 

20.2731349 

7.4349938 

.002433090 

412 

169744 

69934528 

20.2977831 

7.4410189 

.002427184 

413 

170569 

70444997 

20.3224014 

7.4470342 

.002421308 

414 

171396 

70957944 

20.3469899 

7.4530399 

.002415459 

415 

172225 

71473375 

20.3715488 

7.4590359 

.002409639 

416 

173056 

71991296 

20.3960781 

7.4650223 

.002403846 

417 

173889 

72511713 

20.4205779 

7.4709991 

.002398082 

418 

174724 

73034632 

20.4450483 

7.4769664 

.002392344 

419 

175561 

73560059 

20.4694895 

7.4829242 

.002386635 























530 CAMBRIA STEEL. 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

420 

176400 

74088000 

20.4939015 

7.4888724 

.002380952 

421 

177241 

74618461 

20.5182845 

7.4948113 

.002375297 

422 

178084 

75151448 

20.5426386 

7.5007406 

.002369668 

423 

178929 

75686967 

20.5669638 

7.5066607 

.002364066 

424 

179776 

76225024 

20.5912603 

7.5125715 

.002358491 

425 

180625 

76765625 

20.6155281 

7.5184730 

.002352941 

426 

181476 

77308776 

20.6397674 

7.5243652 

.002347418 

427 

182329 

77854483 

20.6639783 

7.5302482 

.002341920 

428 

183184 

78402752 

20.6881609 

7.5361221 

.002336449 

429 

184041 

78953589 

20.7123152 

7.5419867 

.002331002 

430 

184900 

79507000 

20.7364414 

7.5478423 

.002325581 

431 

185761 

80062991 

20.7605395 

7.5536888 

.002320186 

432 

186624 

80621568 

20.7846097 

7.5595263 

.002314815 

433 

187489 

81182737 

20.8086520 

7.5653548 

.002309469 

434 

188356 

81746504 

20.8326667 

7.5711743 

.002304147 

435 

189225 

82312875 

20.8566536 

7.5769849 

.002298851 

436 

190096 

82881856 

20.8806130 

7.5827865 

.002293578 

437 

190969 

83453453 

20.9045450 

7.5885793 

.002288330 

438 

191844 

84027672 

20.9284495 

7.5943633 

.002283105 

439 

192721 

84604519 

20.9523268 

7.6001385 

.002277904 

440 

193600 

85184000 

20.9761770 

7.6059049 

.002272727 

441 

194481 

85766121 

21.0000000 

7.6116626 

.002267574 

442 

195364 

86350888 

21.0237960 

7.6174116 

.002262443 

443 

196249 

86938307 

21.0475652 

7.6231519 

.002257336 

444 

197136 

87528384 

21.0713075 

7.6288837 

.002252252 

445 

198025 

88121125 

21.0950231 

7.6346067 

.002247191 

446 

198916 

88716536 

21.1187121 

7.6403213 

.002242152 

447 

199809 

89314623 

21.1423745 

7.6460272 

.002237136 

448 

200704 

89915392 

21.1660105 

7.6517247 

.002232143 

449 

201601 

90518849 

21.1896201 

7.6574138 

.002227171 

450 

202500 

91125000 

21.2132034 

7.6630943 

.002222222 

451 

203401 

91733851 

21.2367606 

7.6687665 

.002217295 

452 

204304 

92345408 

21.2602916 

7.6744303 

.002212389 

453 

205209 

92959677 

21.2837967 

7.6800857 

.002207506 

454 

206116 

93576664 

21.3072758 

7.6857328 

.002202643 

455 

207025 

94196375 

21.3307290 

7.6913717 

.002197802 

456 

207936 

94818816 

21.3541565 

7.6970023 

.002192982 

457 

208849 

95443993 

21.3775583 

7.7026246 

.002188184 

458 

209764 

96071912 

21.4009346 

7.7082388 

.002183406 

459 

210681 

96702579 

21.4242853 

7.7138448 

.002178649 

460 

211600 

97336000 

21.4476106 

7.7194426 

.002173913 

461 

212521 

97972181 

21.4709106 

7.7250325 

.002169197 

462 

213444 

98611128 

21.4941853 

7.7306141 

.002164502 

463 

214369 

99252847 

21.5174348 

7.7361877 

.002159827 

464 

215296 

99897344 

21.5406592 

7.7417532 

.002155172 

465 

216225 

100544625 

21.5638587 

7.7473109 

.002150538 

466 

217156 

101194696 

21.5870331 

7.7528606 

.002145923 

467 

218089 

101847563 

21.6101828 

7.7584023 

.002141328 

468 

219024 

- 102503232 

21.6333077 

7.7639361 

.002136752 

469 

219961 

103161709 

21.6564078 

7.7694620 

.002132196 

470 

220900 

103823000 

21.6794834 

7.7749801 

.002127660 

471 

221841 

104487111 

21.7025344 

7.7804904 

.002123142 

472 

222784 

105154048 

21.7255610 

7.7859928 

.002118644 

473 

223729 

105823817 

21.7485632 

7.7914875 

.002114165 

474 

224676 

106496424 

21.7715411 

7.7969745 

.002109705 

475 

225625 

107171875 

21.7944947 

7.8024538 

.002105263 

476 

226576 

107850176 

21.8174242 

7.8079254 

.002100840 

477 

227529 

108531333 

21.8403297 

7.8133892 

.002096436 

478 

228484 

109215352 

21.8632111 

7.8188456 

.002092050 

479 

229441 

109902239 

21.8860686 

7.8242942 

.002087683 


























CAMBRIA STEEL. 531 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

480 

230400 

110592000 

21.9089023 

7.8297353 

.002083333 

481 

231361 

111284641 

21.9317122 

7.8351688 

.002079002 

482 

232324 

111980168 

21.9544984 

7.8405949 

.002074689 

483 

233289 

112678587 

21.9772610 

7.8460134 

.002070393 

484 

234256 

113379904 

22.0000000 

7.8514244 

.002066116 

485 

235225 

114084125 

22.0227155 

7.8568281 

.002061856 

486 

236196 

114791256 

22.0454077 

7.8622242 

.002057613 

487 

237169 

115501303 

22.0680765 

7.8676130 

.002053388 

488 

238144 

116214272 

22.0907220 

7.8729944 

.002049180 

489 

239121 

116930169 

22.1133444 

7.8783684 

.002044990 

490 

240100 

117649000 

22.1359436 

7.8837352 

.002040816 

491 

241081 

118370771 

22.1585198 

7.8890946 

.002036660 

492 

242064 

119095488 

22.1810730 

7.8944468 

.002032520 

493 

243049 

119823157 

22.2036033 

7.8997917 

.002028398 

494 

244036 

120553784 

22.2261108 

7.9051294 

.002024291 

495 

245025 

121287375 

22.2485955 

7.9104599 

.002020202 

496 

246016 

122023936 

22.2710575 

7.9157832 

.002016129 

497 

247009 

122763473 

22.2934968 

7.9210994 

.002012072 

498 

248004 

123505992 

22.3159136 

7.9264085 

.002008032 

499 

249001 

124251499 

22.3383079 

7.9317104 

.002004008 

500 

250000 

125000000 

22.3606798 

7.9370053 

.002000000 

501 

251001 

125751501 

22.3830293 

7.9422931 

.001996008 

502 

252004 

126506008 

22.4053565 

7.9475739 

.001992032 

503 

253009 

127263527 

22.4276615 

7.9528477 

.001988072 

504 

254016 

128024064 

22.4499443 

7.9581144 

.001984127 

- 505 

255025 

128787625 

22.4722051 

7.9633743 

.001980198 

506 

256036 

129554216 

22.4944438 

7.9686271 

.001976285 

507 

257049 

130323843 

22.5166605 

7.9738731 

.001972387 

508 

258064 

131096512 

22.5388553 

7.9791122 

.001968504 

509 

259081 

131872229 

22.5610283 

7.9843444 

.001964637 

510 

260100 

132651000 

22.5831796 

7.9895697 

.001960784 

511 

261121 

133432831 

22.6053091 

7.9947883 

.001956947 

512 

262144 

134217728 

22.6274170 

8.0000000 

.001953125 

513 

263169 

135005697 

22.6495033 

8.0052049 

.001949318 

514 

264196 

135796744 

22.6715681 

8.0104032 

.001945525 

515 

265225 

136590875 

22.6936114 

8.0155946 

.001941748 

516 

266256 

137388096 

22.7156334 

8.0207794 

.001937984 

517 

267289 

138188413 

22.7376340 

8.0259574 

.001934236 

518 

268324 

138991832 

22.7596134 

8.0311287 

.001930502 

519 

269361 

139798359 

22.7815715 

8.0362935 

.001926782 

520 

270400 

140608000 

22.8035085 

8.0414515 

.001923077 

521 

271441 

141420761 

22.8254244 

8.0466030 

.001919386 

522 

272484 

142236648 

22.8473193 

8.0517479 

.001915709 

523 

273529 

143055667 

22.8691933 

8.0568862 

.001912046 

524 

274576 

143877824 

22.8910463 

8.0620180 

.001908397 

525 

275625 

144703125 

22.9128785 

8.0671432 

.001904762 

526 

276676 

145531576 

22.9346899 

8.0722620 

.001901141 

527 

277729 

146363183 

22.9564806 

8.0773743 

.001897533 

528 

278784 

147197952 

22.9782506 

8.0824800 

.001893939 

529 

279841 

148035889 

23.0000000 

8.0875794 

.001890359 

530 

280900 

148877000 

23.0217289 

8.0926723 

.001886792 

531 

281961 

149721291 

23.0434372 

8.0977589 

.001883239 

532 

283024 

150568768 

23.0651252 

8.1028390 

.001879699 

533 

284089 

151419437 

23.0867928 

8.1079128 

.001876173 

534 

285156 

152273304 

23.1084400 

8.1129803 

.001872659 

535 

286225 

153130375 

23.1300670 

8.1180414 

.001869159 

536 

287296 

153990656 

23.1516738 

8.1230962 

.001865672 

537 

288369 

154854153 

23.1732605 

8.1281447 

.001862197 

538 

289444 

155720872 

23.1948270 

8.1331870 

.001858736 

539 

290521 

156590819 

23.2163735 

8.1382230 

.001855288 





















532 CAMBRIA STEEL. 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

540 

291600 

157464000 

23.2379001 

8.1432529 

.001851852 

541 

292681 

158340421 

23.2594067 

8.1482765 

.001848429 

542 

293764 

159220088 

23.2808935 

8.1532939 

.001845018 

543 

294849 

160103007 

23.3023604 

8.1583051 

.001841621 

544 

295936 

160989184 

23.3238076 

8.1633102 

.001838235 

545 

297025 

161878625 

23.3452351 

8.1683092 

.001834862 

546 

298116 

162771336 

23.3666429 

8.1733020 

.001831502 

547 

299209 

163667323 

23.3880311 

8.1782888 

.001828154 

548 

300304 

164566592 

23.4093998 

8.1832695 

.001824818 

549 

301401 

165469149 

23.4307490 

8.1882441 

.001821494 

550 

302500 

166375000 

23.4520788 

8.1932127 

.001818182 

551 

303601 

167284151 

23.4733892 

8.1981753 

.001814882 

652 

304704 

168196608 

23.4946802 

8.2031319 

.001811594 

553 

305809 

169112377 

23.5159520 

8.2080825 

.001808318 

554 

306916 

170031464 

23.5372046 

8.2130271 

.001805054 

555 

308025 

170953875 

23.5584380 

8.2179657 

.001801802 

556 

309136 

171879616 

23.5796522 

8.2228985 

.001798561 

557 

310249 

172808693 

23.6008474 

8.2278254 

.001795332 

558 

311364 

173741112 

23.6220236 

8.2327463 

.001792115 

559 

312481 

174676879 

23.6431808 

8.2376614 

.001788909 

560 

313600 

175616000 

23.6643191 

8.2425706 

.001785714 

561 

314721 

176558481 

23.6854386 

8.2474740 

.001782531 

562 

315844 

177504328 

23.7065392 

8.2523715 

.001779359 

563 

316969 

178453547 

23.7276210 

8.2572633 

.001776199 

564 

318096 

179406144 

23.7486842 

8.2621492 

.001773050 

565 

319225 

180362125 

23.7697286 

8.2670294 

.001769912 

566 

320356 

181321496 

23.7907545 

8.2719039 

.001766784 

567 

321489 

182284263 

23.8117618 

8.2767726 

.001763668 

568 

322624 

183250432 

23.8327506 

8.2816355 

.001760563 

569 

323761 

184220009 

23.8537209 

8.2864928 

.001757469 

570 

324900 

185193000 

23.8746728 

8.2913444 

.001754386 

571 

326041 

186169411 

23.8956063 

8.2961903 

.001751313 

572 

327184 

187149248 

23.9165215 

8.3010304 

.001748252 

573 

328329 

188132517 

23.9374184 

8.3058651 

.001745201 

574 

329476 

189119224 

23.9582971 

8.3106941 

.001742160 

575 

330625 

190109375 

23.9791576 

8.3155175 

.001739130 

576 

331776 

191102976 

24.0000000 

8.3203353 

.001736111 

577 

332929 

192100033 

24.0208243 

8.3251475 

.001733102 

678 

334084 

193100552 

24.0416306 

8.3299542 

.001730104 

579 

335241 

194104539 

24.0624188 

8.3347553 

.001727116 

680 

336400 

195112000 

24.0831891 

8.3395509 

.001724138 

581 

337561 

196122941 

24.1039416 

8.3443410 

.001721170 

582 

338724 

197137368 

24.1246762 

8.3491256 

.001718213 

583 

339889 

198155287 

24.1453929 

8.3539047 

.001715266 

584 

341056 

199176704 

24.1660919 

8.3586784 

.001712329 

585 

342225 

200201625 

24.1867732 

8.3634466 

.001709402 

586 

343396 

201230056 

24.2074369 

8.3682095 

.001706485 

587 

344569 

202262003 

24.2280829 

8.3729668 

.001703578 

588 

345744 

203297472 

24.2487113 

8.3777188 

.001700680 

589 

346921 

204336469 

24.2693222 

8.3824653 

.001697793 

590 

348100 

205379000 

24.2899156 

8.3872065 

.001694915 

591 

349281 

206425071 

24.3104916 

8.3919423 

.001692047 

592 

350464 

207474688 

24.3310501 

8.3966729 

.001689189 

593 

351649 

208527857 

24.3515913 

8.4013981 

.001686341 

594 

352836 

209584584 

24.3721152 

8.4061180 

.001683502 

595 

354025 

210644875 

24.3926218 

8.4108326 

.001680672 

596 

355216 

211708736 

24.4131112 

8.4155419 

.001677852 

597 

356409 

212776173 

24.4335834 

8.4202460 

.001675042 

598 

357604 

213847192 

24.4540385 

8.4249448 

.001672241 

599 

358801 

214921799 

24.4744765 

8.4296383 

.001669449 


















CAMBRIA STEEL. 533 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Spares. 

Cubes. 

Spare Roots. 

Cube Roots. 

Reciprocals. 

600 

360000 

216000000 

24.4948974 

8.4343267 

.001666667 

601 

361201 

217081801 

24.5153013 

8.4390098 

.001663894 

602 

362404 

218167208 

24.5356883 

8.4436877 

.001661130 

603 

363609 

219256227 

24.5560583 

8.4483605 

.001658375 

604 

364816 

220348864 

24.5764115 

8.4530281 

.001655629 

605 

366025 

221445125 

24.5967478 

8.4576906 

.001652893 

606 

367236 

222545016 

24.6170673 

8.4623479 

.001650165 

607 

368449 

223648543 

24.6373700 

8.4670001 

.001647446 

608 

369664 

224755712 

24.6576560 

8.4716471 

.001644737 

609 

370881 

225866529 

24.6779254 

8.4762892 

.001642036 

610 

372100 

226981000 

24.6981781 

8.4809261 

.001639344 

611 

373321 

228099131 

24.7184142 

8.4855579 

.001636661 

612 

374544 

229220928 

24.7386338 

8.4901848 

.001633987 

613 

375769 

230346397 

24.7588368 

8.4948065 

.001631321 

614 

376996 

231475544 

24.7790234 

8.4994233 

.001628664 

615 

378225 

232608375 

24.7991935 

8.5040350 

.001626016 

616 

379456 

233744896 

24.8193473 

8.5086417 

.001623377 

617 

380689 

234885113 

24.8394847 

8.5132435 

.001620746 

618 

381924 

236029032 

24.8596058 

8.5178403 

.001618123 

619 

383161 

237176659 

24.8797106 

8.5224321 

.001615509 

620 

384400 

238328000 

24.8997992 

8.5270189 

.001612903 

621 

385641 

239483061 

24.9198716 

8.5316009 

.001610306 

622 

386884 

240641848 

24.9399278 

8.5361780 

.001607717 

623 

388129 

241804367 

24.9599679 

8.5407501 

.001605136 

624 

389376 

242970624 

24.9799920 

8.5453173 

.001602564 

623 

390625 

244140625 

25.0000000 

8.5498797 

.001600000 

626 

391876 

245314376 

25.0199920 

8.5544372 

.001597444 

627 

393129 

246491883 

25.0399681 

8.5589899 

.001594896 

628 

394384 

247673152 

25.0599282 

8.5635377 

.001592357 

629 

395641 

248858189 

25.0798724 

8.5680807 

.001589825 

630 

396900 

250047000 

25.0998008 

8.5726189 

.001587302 

631 

398161 

251239591 

25.1197134 

8.5771523 

.001584786 

632 

399424 

252435968 

25.1396102 

8.5816809 

.001582278 

633 

400689 

253636137 

25.1594913 

8.5862047 

.001579779 

634 

401956 

254840104 

25.1793566 

8.5907238 

.001577287 

635 

403225 

256047875 

25.1992063 

8.5952380 

.001574803 

636 

404496 

257259456 

25.2190404 

8.5997476 

.001572327 

637 

405769 

258474853 

25.2388589 

8.6042525 

.001569859 

638 

407044 

259694072 

25.2586619 

8.6087526 

.001567398 

639 

408321 

260917119 

25.2784493 

8.6132480 

.001564945 

640 

409600 

262144000 

25.2982213 

8.6177388 

.001562500 

641 

410881 

263374721 

25.3179778 

8.6222248 

.001560062 

642 

412164 

264609288 

25.3377189 

8.6267063 

.001557632 

643 

413449 

265847707 

25.3574447 

8.6311830 

.001555210 

644 

414736 

267089984 

25.3771551 

8.6356551 

.001552795 

645 

416025 

268336125 

25.3968502 

8.6401226 

.001550388 

646 

417316 

269586136 

25.4165301 

8.6445855 

.001547988 

647 

418609 

270840023 

25.4361947 

8.6490437 

.001545595 

"648 

419904 

272097792 

25.4558441 

8.6534974 

.001543210 

649 

421201 

273359449 

25.4754784 

8.6579465 

.001540832 

650 

422500 

274625000 

25.4950976 

8.6623911 

.001538462 

651 

423801 

275894451 

25.5147016 

8.6668310 

.001536098 

652 

425104 

277167808 

25.5342907 

8.6712665 

.001533742 

653 

426409 

278445077 

25.5538647 

8.6756974 

.001531394 

654 

427716 

279726264 

25.5734237 

8.6801237 

.001529052 

655 

429025 

281011375 

25.5929678 

8.6845456 

.001526718 

656 

430336 

282300416 

25.6124969 

8.6889630 

.001524390 

657 

431649 

283593393 

25.6320112 

8.6933759 

.001522070 

658 

432964 

284890312 

25.6515107 

.8.6977843 

.001519757 

659 

434281 

286191179 

25.6709953 

8.7021882 

.001517451 





















534 


CAMBRIA STEEL. 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

660 

435600 

287496000 

25.6904652 

8.7065877 

.001515152 

661 

430921 

288804781 

25.7099203 

8.7109827 

.001512859 

662 

438244 

290117528 

25.7293607 

8.7153734 

.001510574 

663 

439569 

291434247 

25.7487864 

8.7197596 

.001508296 

664 

440896 

292754944 

25.7681975 

8.7241414 

.001506024 

665 

442225 

294079625 

25.7875939 

8.7285187 

.001503759 

666 

443556 

295408296 

25.8069758 

8.7328918 

.001501502 

667 

444889 

296740963 

25.8263431 

8.7372604 

.001499250 

668 

446224 

298077632 

25.8456960 

8.7416246 

.001497006 

669 

447561 

299418309 

25.8650343 

8.7459846 

.001494768 

670 

448900 

300763000 

25.8843582 

8.7503401 

.001492537 

671 

450241 

302111711 

25.9036677 

8.7546913 

.001490313 

672 

451584 

303464448 

25.9229628 

8.7590383 

.001488095 

673 

452929 

304821217 

25.9422435 

8.7633809 

.001485884 

674 

454276 

306182024 

25.9615100 

8.7677192 

.001483680 

675 

455625 

307546875 

25.9807621 

8.7720532 

.001481481 

676 

456976 

308915776 

26.0000000 

8.7763830 

.001479290 

677 

458329 

310288733 

26.0192237 

8.7807084 

.001477105 

678 

459684 

311665752 

26.0384331 

8.7850293 

.001474926 

679 

461041 

313046839 

26.0576284 

8.7893463 

.001472754 

680 

462400 

314432000 

26.0768096 

8.7936593 

.001470588 

681 

463761 

315821241 

26.0959767 

8.7979679 

.001468429 

682 

465124 

317214568 

26.1151297 

8.8022721 

.001466276 

683 

466489 

318611987 

26.1342687 

8.8065722 

.001464129 

684 

467856 

320013504 

26.1533937 

8.8108681 

.001461988 

685 

469225 

321419125 

26.1725047 

8.8151598 

.001459854 

686 

470596 

322828856 

26.1916017 

8.8194474 

.001457726 

687 

471969 

324242703 

26.2106848 

8.8237307 

.001455604 

688 

473344 

325660672 

26.2297541 

8.8280099 

.001453488 

689 

474721 

327082769 

26.2488095 

8.8322850 

.001451379 

690 

476100 

328509000 

26.2678511 

8.8365559 

.001449275 

691 

477481 

32993937J 

26.2868789 

8.8408227 

.001447178 

692 

478864 

331373888 

26.3058929 

8.8450854 

.001445087 

693 

480249 

332812557 

26.3248932 

8.8493440 

.001443001 

694 

481636 

334255384 

26.3438797 

8.8535985 

.001440922 

695 

483025 

335702375 

26.3628527 

8.8578489 

.001438849 

696 

484416 

337153536 

26.3818119 

8.8620952 

.001436782 

697 

485809 

338608873 

26.4007576 

8.8663375 

.001434720 

698 

487204 

340068392 

26.4196896 

8.8705757 

.001432665 

699 

488601 

341532099 

26.4386081 

8.8748099 

.001430615 

700 

490000 

343000000 

26.4575131 

8.8790400 

.001428571 

701 

491401 

344472101 

26.4764046 

8.8832661 

.001426534 

702 

492804 

345948408 

26.4952826 

8.8874882 

.001424501 

703 

494209 

347428927 

26.5141472 

8.8917063 

.001422475 

704 

495616 

348913664 

26.5329983 

8.8959204 

.001420455 

705 

497025 

350402625 

26.5518361 

8.9001304 

.001418440 

706 

498436 

351895816 

26.5706605 

8.9043366 

.001416431 

707 

499849 

353393243 

26.5894716 

8.9085387 

.001414427 

708 

501264 

354894912 

26.6082694 

8.9127369 

.001412429 

709 

502681 

356400829 

26.6270539 

8.9169311 

.001410437 

710 

504100 • 

357911000 

26.6458252 

8.9211214 

.001408451 

711 

505521 

359425431 

26.6645833 

8.9253078 

.001406470 

712 

506944 

360944128 

26.6833281 

8.9294902 

.001404494 

713 

508369 

362467097 

26.7020598 

8.9336687 

.001402525 

714 

509796 

363994344 

26.7207784 

8.9378433 

.001400560 

715 

511225 

365525875 

26.7394839 

8.9420140 

.001398601 

716 

512656 

367061696 

26.7581763 

8.9461809 

.001396648 

717 

514089 

368601813 

26.7768557 

8.9503438 

.001394700 

718 

515524 

370146232 

26.7955220 

8.9545029 

,001392758 

719 

516961 

371694959 

26.8141754 

8.9586581 

.001390821 


















CAMBRIA STEEL. 535 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

720 

518400 

373248000 

26.8328157 

8.9628095 

.001388889 

721 

519841 

374805361 

26.8514432 

8.9669570 

.001386963 

722 

521284 

376367048 

26.8700577 

8.9711007 

.001385042 

723 

522729 

377933067 

26.8886593 

8.9752406 

.001383126J 

724 

524176 

379503424 

26.9072481 

8.9793766 

.001381215 

725 

525625 

381078125 

26.9258240 

8.9835089 

.001379310 

726 

527076 

382657176 

26.9443872 

8.9876373 

.001377410 

727 

528529 

384240583 

26.9629375 

8.9917620 

.001375516 

728 

529984 

385828352 

26.9814751 

8.9958829 

.001373626 

729 

531441 

387420489 

27.0000000 

9.0000000 

.001371742 

730 

532900 

389017000 

27.0185122 

9.0041134 

.001369863 

731 

534361 

390617891 

27.0370117 

9.0082229 

.001367989 

732 

535824 

392223168 

27.0554985 

9.0123288 

.001366120 

733 

537289 

393832837 

27.0739727 

9.0164309 

.001364256 

734 

538756 

395446904 

27.0924344 

9.0205293 

.001362398 

735 

540225 

397065375 

27.1108834 

9.0246239 

.001360544 

736 

541696 

398688256 

27.1293199 

9.0287149 

.001358696 

737 

543169 

400315553 

27.1477439 

9.0328021 

.001356852 

738 

544644 

401947272 

27.1661554 

9.0368857 

.001355014 

739 

546121 

403583419 

27.1845544 

9.0409655 

.001353180 

740 

547600 

405224000 

27.2029410 

9.0450417 

.001351351 

741 

549081 

406869021 

27.2213152 

9.0491142 

.001349528 

742 

550564 

408518488 

27.2396769 

9.0531831 

.001347709 

743 

552049 

410172407 

27.2580263 

• 9.0572482 

.001345895 

744 

553536 

411830784 

27.2763634 

9.0613098 

.001344086 

745 

555025 

413493625 

27.2946881 

9.0653677 

.001342282 

746 

556516 

415160936 

27.3130006 

9.0694220 

.001340483 

747 

558009 

416832723 

27.3313007 

9.0734726 

.001338688 

748 

559504 

418508992 

27.3495887 

9.0775197 

.001336898 

749 

561001 

420189749 

27.3678644 

9.0815631 

.001335113 

750 

562500 

421875000 

27.3861279 

9.0856030 

.001333333 

751 

564001 

423564751 

27.4043792 

9.0896392 

.001331558 

752 

565504 

425259008 

27.4226184 

9.0936719 

.001329787 

753 

567009 

426957777 

27.4408455 

9.0977010 

.001328021 

754 

568516 

428661064 

27.4590604 

9.1017265 

.001326260 

755 

570025 

430368875 

27.4772633 

9.1057485 

.001324503 

756 

571536 

432081216 

27.4954542 

9.1097669 

.001322751 

757 

573049 

433798093 

27 5136330 

9.1137818 

.001321004 

758 

574564 

435519512 

27.5317998 

9.1177931 

.001319261 

759 

576081 

437245479 

27.5499546 

9.1218010 

.001317523 

760 

577600 

438976000 

27.5680975 

9.1258053 

.001315789 

761 

579121 

440711081 

27.5862284 

9.1298061 

001314060 

762 

580644 

442450728 

27.6043475 

9.1338034 

.001312336 

763 

582169 

444194947 

27.6224546 

9.1377971 

.001310616 

764 

583696 

445943744 

27.6405499 

9.1417874 

.001308901 

765 

585225 

447697125 

27.6586334 

9.1457742 

.001307190 

766 

586756 

449455096 

27.6767050 

9.1497576 

.001305483 

767 

588289 

451217663 

27.6947648 

9.1537375 

.001303781 

768 

589824 

452984832 

27.7128129 

9.1577139 

.001302083 

769 

591361 

454756609 

27.7308492 

9.1616869 

.001300390 

770 

592900 

456533000 

27.7488739 

9.1656565 

.001298701 

771 

594441 

458314011 

27.7668868 

9.1696225 

.001297017 

772 

595984 

460099648 

27.7848880 

9.1735852 

.001295337 

773 

597529 

461889917 

27.8028775 

9.1775445 

.001293661 

774 

599076 

463684824 

27.8208555 

9.1815003 

.001291990 

775 

600625 

465484375 

27.8388218 

9.1854527 

.001290323 

776 

602176 

467288576 

27.8567766 

9.1894018 

.001288660 

777 

603729 

469097433 

27.8747197 

9.1933474 

.001287001 

778 

605284 

470910952 

27.8926514 

9.1972897 

.001285347 

779 

606841 

472729139 

27.9105715 

9.2012286 

.001283697 


















536 CAMBRIA STEEL. 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

780 

608400 

474552000 

27.9284801 

9.2051641 

.001282051 

781 

609961 

476379541 

27.9463772 

9.2090962 

.001280410 

782 

611524 

478211768 

27.9642629 

9.2130250 

.001278772 

783 

613089 

480048687 

27.9821372 

9.2169505 

.001277139 

784 

614656 

481890304 

28.0000000 

9.2208726 

.001275510 

785 

616225 

483736625 

28.0178515 

9.2247914 

.001273885 

786 

617796 

485587656 

28.0356915 

9.2287068 

.001272265 

787 

619369 

487443403 

28.0535203 

9.2326189 

.001270648 

788 

620944 

489303872 

28.0713377 

9.2365277 

.001269036 

789 

622521 

491169069 

28.0891438 

9.2404333 

.001267427 

790 

624100 

493039000 

28.1069386 

9.2443355 

.001265823 

791 

625681 

494913671 

28.1247222 

9.2482344 

.001264223 

792 

627264 

496793088 

28.1424946 

9.2521300 

.001262626 

793 

628849 

498677257 

28.1602557 

9.2560224 

.001261034 

794 

630436 

500566184 

28.1780056 

9.2599114 

.001259446 

795 

632025 

502459875 

28.1957444 

9.2637973 

.001257862 

796 

633616 

504358336 

28.2134720 

9.2676798 

.001256281 

797 

635209 

506261573 

28.2311884 

9.2715592 

.001254705 

798 

636804 

508169592 

28.2488938 

9.2754352 

.001253133 

799 

638401 

510082399 

28.2665881 

9.2793081 

.001251564 

800 

640000 

512000000 

28.2842712 

9.2831777 

.001250000 

801 

641601 

513922401 

28.3019434 

9.2870440 

.001248439 

802 

643204 

515849608 

28.3196045 

9.2909072 

.001246883 

803 

644809 

517781627 

28.3372546 

9.2947671 

.001245330 

804 

646416 

519718464 

28.3548938 

9.2986239 

.001243781 

805 

648025 

521660125 

28.3725219 

9.3024775 

.001242236 

806 

649636 

523606616 

28.3901391 

9.3063278 

.001240695 

807 

651249 

525557943 

28.4077454 

9.3101750 

.001239157 

808 

652864 

527514112 

28.4253408 

9.3140190 

.001237624 

809 

654481 

529475129 

28.4429253 

9.3178599 

.001236094 

810 

656100 

531441000 

28.4604989 

9.3216975 

.001234568 

811 

657721 

533411731 

28.4780617 

9.3255320 

.001233046 

812 

659344 

535387328 

28.4956137 

9.3293634 

.001231527 

813 

660969 

537367797 

28.5131549 

9.3331916 

.001230012 

814 

662596 

539353144 

28.5306852 

9.3370167 

.001228501 

815 

664225 

541343375 

28.5482048 

9.3408386 

.001226994 

816 

665856 

543338496 

28.5657137 

9.3446575 

.001225490 

817 

667489 

545338513 

28.5832119 

9.3484731 

.001223990 

818 

669124 

547343432 

28.6006993 

9.3522857 

.001222494 

819 

670761 

549353259 

28.6181760 

9.3560952 

.001221001 

820 

672400 

551368000 

28.6356421 

9.3599016 

.001219512 

821 

674041 

553387661 

28.6530976 

9.3637049 

.001218027 

822 

675684 

555412248 

28.6705424 

9.3675051 

.001216545 

823 

677329 

557441767 

28.6879766 

9.3713022 

.001215067 

824 

678976 

559476224 

28.7054002 

9.3750963 

.001213592 

825 

680625 

561515625 

28.7228132 

9.3788873 

.001212121 

826 

682276 

563559976 

28.7402157 

9.3826752 

.001210654 

827 

683929 

565609283 

28.7576077 

9.3864600 

.001209190 

828 

685584 

567663552 

28.7749891 

9.3902419 

.001207729 

829 

687241 

569722789 

28.7923601 

9.3940206 

.001206273 

830 

688900 

571787000 

28.8097206 

9.3977964 

.001204819 

831 

690561 

573856191 

28.8270706 

9.4015691 

.001203369 

832 

692224 

575930368 

28.8444102 

9.4053387 

.001201923 

833 

693889 

578009537 

28.8617394 

9.4091054 

.001200480 

834 

695556 

580093704 

28.8790582 

9.4128690 

.001199041 

835 

697225 

582182875 

28.8963666 

9.4166297 

.001197605 

836 

698896 

584277056 

28.9136646 

9.4203873 

.001196172 

837 

700569 

586376253 

28.9309523 

9.4241420 

.001194743 

838 

702244 

588480472 

28.9482297 

9.4278936 

.001193317 

839 

703921 

590589719 

28.9654967 

9.4316423 

.001191895 


e) 






















CAMBRIA STEEL. 537 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

840 

705600 

592704000 

28.9827535 

9.4353880 

.001190476 

841 

707281 

594823321 

29.0000000 

9.4391307 

.001189061 

842 

708964 

596947688 

29.0172363 

9.4428704 

.001187648 

843 

710649 

599077107 

29.0344623 

9.4466072 

.001186240 

844 

712336 

601211584 

29.0516781 

9.4503410 

.001184834 

845 

714025 

603351125 

29.0688837 

9.4540719 

.001183432 

846 

715716 

605495736 

29.0860791 

9.4577999 

.001182033 

847 

717409 

607645423 

29.1032644 

9.4615249 

.001180638 

848 

719104 

609800192 

29.1204396 

9.4652470 

.001179245 

849 

720801 

611960049 

29.1376046 

9.4689661 

.001177856 

850 

722500 

614125000 

29.1547595 

9.4726824 

.001176471 

851 

724201 

616295051 

29.1719043 

9.4763957 

.001175088 

852 

725904 

618470208 

29.1890390 

9.4801061 

.001173709 

853 

727609 

620650477 

29.2061637 

9.4838136 

.001172333 

854 

729316 

622835864 

29.2232784 

9.4875182 

.001170960 

855 

731025 

625026375 

29.2403830 

9.4912200 

.001169591 

856 

732736 

627222016 

29.2574777 

9.4949188 

.001168224 

857 

734449 

629422793 

29.2745623 

9.4986147 

.001166861 

858 

736164 

631628712 

29.2916370 

9.5023078 

.001165501 

859 

737881 

633839779 

29.3087018 

9.5059980 

.001164144 

860 

739600 

636056000 

29.3257566 

9.5096854 

.001162791 

861 

741321 

638277381 

29.3428015 

9.5133699 

.001161440 

862 

743044 

640503928 

29.3598365 

9.5170515 

.001160093 

863 

744769 

642735647 

29.3768616 

9.5207303 

.001158749 

864 

746496 

644972544 

29.3938769 

9.5244063 

.001157407 

865 

748225 

647214625 

29.4108823 

9.5280794 

.001156069 

866 

749956 

649461896 

29.4278779 

9.5317497 

.001154734 

867 

751689 

651714363 

29.4448637 

9.5354172 

.001153403 

868 

753424 

653972032 

29.4618397 

9.5390818 

.001152074 

869 

755161 

656234909 

29.4788059 

9.5427437 

.001150748 

870 

756900 

658503000 

29.4957624 

9.5464027 

.001149425 

871 

758641 

660776311 

29.5127091 

9.5500589 

.001148106 

872 

760384 

663054848 

29.5296461 

9.5537123 

.001146789 

873 

762129 

C65338617 

29.5465734 

9.5573630 

.001145475 

874 

763876 

667627624 

29.5634910 

9.5610108 

.001144165 

875 

765625 

669921875 

29.5803989 

9.5646559 

.001142857 

876 

767376 

672221376 

29.5972972 

9.5682982 

.001141553 

877 

769129 

674526133 

29.6141858 

9.5719377 

.001140251 

878 

770884 

676836152 

29.6310648 

9.5755745 

.001138952 

879 

772641 

679151439 

29.6479342 

9.5792085 

.001137656 

880 

774400 

681472000 

29.6647939 

9.5828397 

.001136364 

881 

776161 

683797841 

29.6816442 

9.5864682 

.001135074 

882 

777924 

686128968 

29.6984848 

9.5900939 

.001133787 

883 

779689 

688465387 

29.7153159 

9.5937169 

.001132503 

884 

781456 

690807104 

29.7321375 

9.5973373 

.001131222 

885 

783225 

693154125 

29.7489496 

9.6009548 

.001129944 

886 

784996 

695506456 

29.7657521 

9.6045696 

.001128668 

887 

786769 

697864103 

29.7825452 

9.6081817 

.001127396 

888 

788544 

700227072 

29.7993289 

9.6117911 

.001126126 

889 

790321 

702595369 

29.8161030 

9.6153977 

.001124859 

890 

792100 

704969000 

29.8328678 

9.6190017 

.001123596 

891 

793881 

707347971 

29.8496231 

9.6226030 

.001122334 

892 

795664 

709732288 

29.8663690 

9.6262016 

.001121076 

893 

797449 

712121957 

29.8831056 

9.6297975 

.001119821 

894 

799236 

714516984 

29.8998328 

9.6333907 

.001118568 

895 

801025 

716917375 

29 9165506 

9.6369812 

.001117318 

896 

802816 

719323136 

29.9332591 

9.6405690 

.001116071 

897 

804609 

721734273 

29.9499583 

9.6441542 

.001114827 

898 

806404 

724150792 

29.9666481 

9.6477367 

.001113586 

899 

808201 

726572699 

29.9833287 

9.6513166 

.001112347 




















538 


CAMBRIA STEEL 


SQUARES, CUBES, SQUARE ROOTS, 
CUBE ROOTS AND RECIPROCALS. 


Ho. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

900 

810000 

729000000 

30.0000000 

9.6548938 

.001111111 

901 

811801 

731432701 

30.0166620 

9.6584684 

.001109878 

902 

813604 

733870808 

30.0333148 

9.6620403 

.00110S647 

903 

815409 

736314327 

30.0499584 

9.6656096 

.001107420 

904 

817216 

738763264 

30.0665928 

9.6691762 

.001106195 

905 

819025 

741217625 

30.0832179 

9.6727403 

.001104972 

906 

820836 

743677416 

30.0998339 

9.6763017 

.001103753 

907 

822649 

746142643 

30.1164407 

9.6798604 

.001102536 

908 

824464 

748613312 

30.1330383 

9.6834166 

.001101322 

909 

826281 

751089429 

30.1496269 

9.6869701 

.001100110 

910 

828100 

753571000 

30.1662063 

9.6905211 

.001098901 

911 

829921 

756058031 

30.1827765 

9.6940694 

.001097695 

912 

831744 

758550528 

30.1993377 

9.6976151 

.001096491 

913 

833569 

761048497 

30.2158899 

9.7011583 

.001095290 

914 

835396 

763551944 

30.2324329 

9.7046989 

.001094092 

915 

837225 

766060875 

30.2489669 

9-7082369 

.001092896 

916 

839056 

768575296 

30.2654919 

9.7117723 

.001091703 

917 

840889 

771095213 

30.2820079 

9.7153051 

.001090513 

918 

842724 

773620632 

30.2985148 

9.7188354 

.001089325 

919 

844561 

776151559 

30.3150128 

9.7223631 

.001088139 

920 

846400 

778688000 

30.3315018 

9.7258883 

.001086957 

921 

848241 

781229961 

30.3479818 

9 7294109 

.001085776 

922 

850084 

783777448 

30.3644529 

U7329309 

.001084599 

923 

851929 

786330467 

30.3809151 

9.7364484 

.001083424 

924 

853776 

788889024 

30.3973683 

9 7399634 

.001082251 

925 

855625 

791453125 

30.4138127 

9.7434758 

.001081081 

926 

857476 

794022776 

30.4302481 

9.7469857 

.001079914 

927 

859329 

796597983 

30.4466747 

9.7504930 

.001078749 

928 

861184 

799178752 

30.4630924 

9.7539979 

.001077586 

929 

863041 

801765089 

30.4795013 

9.7575002 

.001076426 

930 

864900 

804357000 

30.4959014 

9.7610001 

.001075269 

931 

866761 

806954491 

30.5122926 

9.7644974 

.001074114 

932 

868624 

809557568 

30.5286750 

9.7679922 

.001072961 

933 

870489 

812166237 

30.5450487 

9.7714845 

.001071811 

934 

872356 

814780504 

30.5614136 

9.7749743 

.001070664 

935 

874225 

817400375 

30.5777697 

9.7784616 

.001069519 

936 

876096 

820025856 

30.5941171 

9.7819466 

.001068376 

937 

877969 

822656953 

30.6104557 

9.7854288 

.001067236 

938 

879844 

825293672 

30.6267857 

9.7889087 

.001066098 

939 

881721 

827936019 

30.6431069 

9.7923861 

.001064963 

940 

883600 

830584000 

30.6594194 

9.7958611 

.001063830 

941 

885481 

833237621 

30.6757233 

9.7993336 

.001062699 

942 

887364 

835896888 

30.6920185 

9.8028036 

.001061571 

943 

889249 

838561807 

30.7083051 

9.8062711 

.001060445 

944 

891136 

841232384 

30.7245830 

9.8097362 

.001059322 

945 

893025 

84390S625 

30.7408523 

9.8131989 

.001058201 

946 

894916 

846590536 

30.7571130 

9.8166591 

.001057082 

947 

896809 

849278123 

30.7733651 

9.8201169 

.001055966 

948 

898704 

851971392 

30.7896086 

9.8235723 

.001054852 

949 

900601 

854670349 

30.8058436 

9.8270252 

.001053741 

950 

902500 

857375000 

30.8220700 

9.8304757 

.001052632 

951 

904401 

860085351 

30.8382879 

9.8339238 

.001051525 

952 

906304 

862801408 

30.8544972 

9.8373695 

.001050420 

953 

908209 

865523177 

30.8706981 

9.8408127 

.001049318 

954 

910116 

868250664 

30.8868904 

9.8442536 

.001048218 

955 

912025 

870983875 

30.9030743 

9.8476920 

.001047120 

956 

913936 

873722816 

30.9192497 

9.8511280 

.001046025 

957 

915849 

876467493 

30.9354166 

9.8545617 

.001044932 

958 

917764 

879217912 

30.9515751 

9.8579929 

.001043841 

959 

919681 

881974079 

30.9677251 

9.8614218 

.001042753 
























CAMBRIA STEEL. 

539 


SQUARES, CUBES, SQUARE ROOTS, 


CUBE 

ROOTS AND RECIPROCALS 

• 

No. 

Squares. 

Cubes. 

Square Roots. 

Cube Roots. 

Reciprocals. 

960 

921600 

884736000 

30.9838668 

9.8648483 

.001041667 

961 

923521 

887503681 

31.0000000 

9.8682724 

.001040583 

962 

925444 

890277128 

31.0161248 

9.8716941 

.001039501 

963 

927369 

893056347 

31.0322413 

9.8751135 

.001038422 

964 

929296 

895841344 

31.0483494 

9.8785305 

.001037344 

965 

931225 

898632125 

31.0644491 

9.8819451 

.001036269 

966 

933156 

901428696 

31.0805405 

9.8853574 

.001035197 

967 

935089 

904231063 

31.0966236 

9.8887673 

.001034126 

968 

937024 

907039232 

31.1126984 

9.8921749 

.001033058 

969 

938961 

909853209 

31.1287648 

9.8955801 

.001031992 

970 

940900 

912673000 

31.1448230 

9.8989830 

.001030928 

971 

942841 

915498611 

31.1608729 

9.9023835 

.001029866 

972 

944784 

918330048 

31.1769145 

9.9057817 

.001028807 

973 

946729 

921167317 

31.1929479 

9.9091776 

.001027749 

974 

948676 

924010424 

31.2089731 

9.9125712 

.001026694 

975 

950625 

926859375 

31.2249900 

9.9159624 

.001025641 

976 

952576 

929714176 

* 31.2409987 

9.9193513 

.001024590 

977 

954529 

932574833 

31.2569992 

9.9227379 

.001023541 

978 

956484 

935441352 

31.2729915 

9.9261222 

.001022495 

979 

958441 

938313739 

31.2889757 

9.9295042 

.001021450 

980 

960400 

941192000 

31.3049517 

9.9328839 

.001020408 

981 

962361 

944076141 

31.3209195 

9.9362613 

.001019368 

982 

964324 

946966168 

31.3368792 

9.9396363 

.001018330 

983 

966289 

949862087 

31.3528308 

9.9430092 

.001017294 

984 

968256 

952763904 

31.3687743 

9.9463797 

.001016260 

985 

970225 

955671625 

31.3847097 

9.9497479 

.001015228 

986 

972196 

958585256 

31.4006369 

9.9531138 

.001014199 

987 

974169 

961504803 

31.4165561 

9.9564775 

.001013171 

988 

976144 

964430272 

31.4324673 

9.9598389 

.001012146 

989 

978121 

967361669 

31.4483704 

9.9631981 

.001011122 

990 

980100 

970299000 

31.4642654 

9.9665549 

.001010101 

991 

982081 

973242271 

31.4801525 

9.9699095 

.001009082 

992 

984064 

976191488 

31.4960315 

9.9732619 

.001008065 

993 

986049 

979146657 

31.5119025 

9.9766120 

.001007049 

994 

988036 

982107784 

31.5277655 

9.9799599 

.001006036 

995 

990025 

985074875 

31.5436206 

9.9833055 

.001005025 

996 

992016 

988047936 

31.5594677 

9.9866488 

.001004016 

997 

994009 

991026973 

31.5753068 

9.9899900 

.001003009 

998 

996004 

994011992 

31.5911380 

9.9933289 

.001002004 

999 

998001 

997002999 

31.6069613 

9.9966656 

.001001001 

1000 

1000000 

1000000000 

31.6227766 

10.0000000 

.001000000 

1001 

1002001 

1003003001 

31.6385840 

10.0033322 

.0009990010 

1002 

1004004 

1006012008 

31.6543836 

10.0066622 

.0009980040 

1003 

1006009 

1009027027 

31.6701752 

10.0099899 

.0009970090 

1004 

1008016 

1012048064 

31.6859590 

10.0133155 

.0009960159 

1005 

1010025 

1015075125 

31.7017349 

10.0166389 

.0009950249 

1006 

1012036 

1018108216 

31.7175030 

10.0199601 

.0009940358 

1007 

1014049 

1021147343 

31.7332633 

10.0232791 

.0009930487 

1008 

1016064 

1024192512 

31.7490157 

10.0265958 

.0009920635 

. 1009 

1018081 

1027243729 

31.7647603 

10.0299104 

.0009910803 

1010 

1020100 

1030301000 

31.7804972 

10.0332228 

.0009900990 

1011 

1022121 

1033364331 

31.7962262 

10.0365330 

.0009891197 

1012 

1024144 

1036433728 

31.8119474 

10.0398410 

.0009881423 

1013 

1026169 

1039509197 

31.8276609 

10.0431469 

.0009871668 

1014 

1028196 

1042590744 

31.8433666 

10.0464506 

.0009861933 

1015 

1030225 

1045678375 

31.8590646 

10.0497521 

.0009852217 

1016 

1032256 

1048772096 

31.8747549 

10.0530514 

.0009842520 

1017 

1034289 

1051871913 

31.8904374 

10.0563485 

.0009832842 

1018 

1036324 

1054977832 

31.9061123 

10.0596435 

.0009823183 

1019 

1038361 

1058089859 

31.9217794 

10.0629364 

.0009813543 


















540 CAMBRIA STEEL. 


SQUARES OF NUMBERS 
AND FRACTIONAL INTERVALS. 


Fraction 

0 

1 

2 

3 

4 

5 

i 

64 

V 

64 

0 

Y 

32 

.000000 

.000244 

.000977 

.002197 

1.00000 

1.03149 

1.06348 

1.09595 

4.00000 

4.06274 

4.12598 

4.18970 

9.00000 

9.09399 

9.18848 

9 28345 

16.00000 

16.12524 

16.25098 

16.37720 

25.00000 

25.15649 

25.31348 

25.47095 

V 

64 

V 

64 

1 

16 

Y 

32 

.003906 

.006104 

.008789 

.011963 

1.12891 

1.16235 

1.19629 

1 23071 

4.25391 

4.31860 

4.38379 

4.44946 

9.37891 

9.47485 

9.57129 

9.66821 

16.50391 

16.63110 

16.75879 

16.88696 

25.62891 
25.78735 
25.94629 
26 10571 

V 

64 

i i 

64 

X 

V 

32 

.015625 

.019775 

.024414 

.029541 

1.26563 

1.30103 

1.33691 

1.37329 

4.51563 

4.58228 

4.64941 

4.71704 

9.'rases 
9.86353 
9.96191 
10.06079 

17.01563 

17.14478 

17.27441 

17.40454 

26.26563 

26.42603 

26.58691 

26.74829 

i 3 
64 

15 

64 

3 

16 

Y 

32 

.035156 

.041260 

.047852 

.054932 

1.41016 

1.44751 

1.48535 

1.52368 

4.78516 

4.85376 

4.92285 

4.99243 

10.16016 

10.26001 

10.36035 

10.46118 

17.53516 

17.66626 

17.79785 

17.92993 

26.91016 

27.07251 

27.23535 

27.39868 

i 7 
64 

ij> 

64 

X 

V 

32 

.062500 

.070557 

.079102 

088135 

1.56250 

1.60181 

1.64160 

1.68188 

5.06250 

5.13306 

5.20410 

5.27563 

10.56250 

10.66431 

10.76660 

10.86938 

18.06250 

18.19556 

18.32910 

18.46313 

27.56250 

27.72681 

27.89160 

28.05688 

21 

64 

23 

64 

5 

16 

ii 

32 

.097656 

.107666 

.118164 

.129150 

1.72266 

1.76392 

1.80566 

1.84790 

5 34766 
5.42017 
5.49316 
5.56065 

10.97266 

11.07642 

11.18066 

11.28540 

18.59766 

18.73267 

18.86816 

19.00415 

28.22266 

28.38892 

28.55566 

28.72290 

25 

64 

27 

64 

X 

i 3 

32 

.140625 

.152588 

.165039 

.177979 

1.89063 

1.93384 

1.97754 

2 02173 

5.64063 

5.71509 

5.79004 

5 8654S 

11.39063 

11.49634 

11.60254 

11.70923 

19.14063 

19.27759 

19.41504 

19.55298 

28.89063 

29.05884 

29.22754 

29.39673 

29 

64 

ii 

64 

7 

16 

is 

32 

.191406 

.205322 

.219727 

.234619 

2.06641 

2.11157 

2.15723 

2.20337 

5.94141 

6.01782 

6.09473 

6.17212 

11.81641 

11.92407 

12.03223 

12.14087 

19.69141 

19.83032 

19.96973 

20.10962 

29.56641 

29.73657 

29.90723 

30.07837 

33 

64 

35 

64 

X 

i 7 

32 

.250000 

.265869 

282227 

.299072 

2.25000 

2.29712 

2.34473 

2.39282 

6.25000 

6.32837 

6.40723 

6.48657 

12.25000 

12.35962 

12.46973 

12.58032 

20.25000 

20.39087 

20.53223 

20.67407 

30.25000 

30.42212 

30.59473 

30.76782 

37 

64 

39 

64 

9 

16 

i9 

32 

.316406 

.334229 

.352539 

.371338 

2.44141 

2.49048 

2.54004 

2.59009 

6.56641 

6.64673 

6.72754 

6.80884 

12.69141 

12.80298 

12.91504 

13.02759 

20.81641 

20.95923 

21.10254 

21.24634 

30.94141 

31.11548 

31.29004 

31.46509 

41 

64 

43 

64 

X 

2i 

32 

.390625 

.410400 

.430664 

.451416 

2.64063 

2.69165 

2.74316 

2.79517 

6.89063 

6.97290 

7.05566 

7.13892 

13.14063 

13.25415 

13.36816 

13.48267 

21.39063 

21.53540 

21.68066 

21.82642 

31.64063 

31.81665 

31.99316 

32.17017 

45 

64 

47 

64 

11 

16 

23 

32 

.472656 

.494385 

.516602 

.^9307 

2.84766 

2.90063 

2.95410 

3.00806 

7.22266 

7.30688 

7.39160 

7.47681 

13.59766 

13.71313 

13.82910 

13.94556 

21.97266 
22.11938 
22 26660 
22.41431 

32.34766 

32.52563 

32.70410 

32.88306 


































CAMBRIA STEEL. 541 


SQUARES OF NUMBERS * 

AND FRACTIONAL INTERVALS. 


Fraction 

6 

7 

8 

9 

10 

11 

V 

64 

V 

64 

0 

V 

32 

36.00000 

36.18774 

36.37598 

36.56470 

49.00000 

49.21899 

49.43848 

49.65845 

64.00000 

64.25024 

64.50098 

64.75220 

81.00000 

81.28149 

81.56348 

81.84595 

100.00000 

100.31274 

100.62598 

100.93970 

121.00000 

121.34399 

121.68848 

122.03345 

V 

64 

V 

64 

1 

16 

V 

32 

36.75391 

36.94360 

37.13379 

37.32446 

49.87891 

50.09985 

50.32129 

50.54321 

65.00391 
65.25610 
65.50879 
65 76196 

82.12891 

82.41235 

82.69629 

82.98071 

101.25391 

101.56860 

101.88379 

102.19946 

122.37891 

122.72485 

123.07129 

123.41821 

V 

64 

i i 

64 

X 

V 

32 

37.51563 

37.70728 

37.89941 

38.09204 

50.76563 

50.98853 

51.21191 

51.43579 

66.01563 

66.26978 

66.52441 

66.77954 

83.26563 

83.55103 

83.83691 

84.12329 

102.51563 

102.83228 

103.14941 

103.46704 

123.76563 

124.11353 

124.46191 

124.81079 

13 

64 

is 

64 

3 

16 

V 

32 

38.28516 

38.47876 

38.67285 

38.86743 

51.66016 

51.88501 

52.11035 

52.33618 

67.03516 

67.29126 

67.54785 

67.80493 

84.41016 

84.69751 

84.98535 

85.27368 

103.78516 

104.10376 

104.42285 

104.74243 

125.16016 

125.51001 

125.86035 

126.21118 

i 7 
64 

i9 

64 

X 

V 

32 

39.06250 

39.25806 

39.45410 

39.65063 

52.56250 

52.78931 

53.01660 

53.24438 

68.06250 
68.32056 
68.57910 
68 83813 

85.56250 

85.85181 

86.14160 

86.43188 

105.06250 

105.38306 

105.70410 

106.02563 

126.56250 

126.91431 

127.26660 

127.61938 

2i 

64 

23 

64 

5 

16 

i i 

32 

39.84766 

40.04517 

40.24316 

40.44165 

53.47266 

53.70142 

53.93066 

54.16040 

69.09766 

69.35767 

69.61816 

69.87915 

86.72266 

87.01392 

87.30566 

87.59790 

106.34766 

106.67017 

106.99316 

107.31665 

127.97266 

123.32642 

128.68066 

129.03540 

25 

64 

27 

64 

X 

i 3 
32 

• • 

40.64063 

40.84009 

41.04004 

41.24048 

54.39063 

54.62134 

54.85254 

55.08423 

70.14063 
70.40259 
70.66504 
70 92798 

87.89063 

88.18384 

88.47754 

88.77173 

107.64063 

107.96509 

108.29004 

108.61548 

129.39063 

129.74634 

130.10254 

130.45923 

29 

64 

3 i 
64 

7 

16 

is 

32 

41.44141 

41.64282 

41.84473 

42.04712 

55.31641 

55.54907 

55.78223 

56.01587 

71.19141 

71.45532 

71.71973 

71.98462 

89.06641 

89.36157 

89.65723 

89.95337 

108.94141 

109.26782 

109.59473 

109.92212 

130.81641 

131.17407 

131.53223 

131.89087 

33 

64 

35 

64 

A 

i 7 
32 

42.25000 

42.45337 

42.65723 

42.86157 

56.25000 
56.48462 
56.71973 
56 95532 

72.25000 

72.51587 

72.78223 

73.04907 

90.25000 

90.54712 

90.84473 

91.14282 

110.25000 

110.57837 

110.90723 

111.23657 

132.25000 

132.60962 

132.96973 

133.33032 

37 

64 

39 

64 

9 

16 

19 

32 

43.06641 

43.27173 

43.47754 

43.68384 

57.19141 

57.42798 

57.66504 

57.90259 

73.31641 

73.58423 

73.85254 

74.12134 

91.44141 

91.74048 

92.04004 

92.34009 

111.56641 

111.89673 

112.22754 

112.55884 

133.69141 

134.05298 

134.41504 

134.77759 

ii 

64 

43 

64 

X 

2i 

32 

43.89063 

44.09790 

44.30566 

44.51392 

58.14063 

58.37915 

58.61816 

58.85767 

74.39063 

74.66040 

74.93066 

75.20142 

92.64063 

92.94165 

93.24316 

93.54517 

112.89063 

113.22290 

113.55566 

113.88892 

135.14063 

135.50415 

135.86816 

136.23267 

45 

64 

47 

64 

11 

16 

23 

32 

44.72266 

44.93188 

45.14160 

45.35181 

59.09766 

59.33813 

59.57910 

59.82056 

75.47266 

75.74438 

76.01660 

76.28931 

93.84766 

94.15063 

94.45410 

94.75806 

114.22266 
114.55688 
114.89160 
115 22681 

136.59766 

136.96313 

137.32910 

137.69556 

























542 CAMBRIA STEEL. 


SQUARES OF NUMBERS 
AND FRACTIONAL INTERVALS. 


Fraction 

0 

1 

2 

3 

4 

5 

49 

64 

51 

64 

25 

32 

.562500 

.586182 

.610352 

.635010 

3.06250 

3.11743 

3.17285 

3.22876 

7.56250 

7.64868 

7.73535 

7.82251 

14.06250 

14.17993 

14.29785 

14.41626 

22.53250 

22.71118 

22.86035 

23.01001 

33.06250 

33.24243 

33.42285 

33.60376 

53 

64 

55 

64 

13 

16 

27 

32 

.660156 

.685791 

.711914 

.738525 

3.28516 

3.34204 

3.39941 

3.45728 

7.91016 

7 99829 
8.08691 
8.17603 

14.53516 

14.65454 

14.77441 

14.89478 

23.16016 

23.31079 

23.46191 

23.61353 

33.78516 

33.96704 

34.14941 

34.33228 

5 7 
64 

59 

64 

29 

32 

.765625 

.793213 

.821289 

.849854 

3.51563 

3.57446 

3.63379 

3.69360 

8.26563 

8.35571 

8.44629 

8.53735 

15.01563 

15.13698 

15.25879 

15.38110 

23.76563 

23.91821 

24.07129 

24.22485 

34.51563 

34.69946 

34.88379 

35.06860 

6i 

64 

63 

64 

15 

16 

31 

32 

.878906 

.908447 

.938477 

.968994 

3.75391 

3.81470 

3.87598 

3.93774 

8.62891 

8.72095 

8.81348 

8.90649 

15.50391* 

15.62720 

15.75098 

15.87524 

24.37891 

24.53345 

24.68848 

24.84399 

35.25391 

35.43970 

35.62598 

35.81274 

Fraction 

12 

13 

14 

15 

16 

17 

V 

32 

V 

32 

0 

"l 

16 

144.0000 

144.7510 

145.5039 

146.2588 

169.0000 

169.8135 

170.6289 

171.4463 

196.0000 

196.8760 

197.7539 

198.6338 

225.0000 

225.9385 

226.8789 

227.8213 

256.0000 

257.0010 

258.0039 

259.0088 

289.0000 

290.0635 

291.1289 

292.1963 

V 

32 

V 

32 

X 

3* 

16 

147.0156 

147.7744 

148.5352 

149.2979 

172.2656 

173.0869 

173.9102 

174.7354 

199.5156 

200.3994 

201.2852 

202.1725 

228.7656 

229.7119 

230.6602 

231.6104 

260.0156 

261.0244 

262.0352 

263.0479 

293.2656 

294.3369 

295.4102 

296.4854 

V 

32 

ii 

32 

l A 

V 

16 

150.0625 

150.8291 

151.5977 

152.3682 

175.5625 

176.3916 

177.2227 

178.0557 

203.0625 

203.9541 

204.8477 

205.7432 

232.5625 

233.5166 

234.4727 

235.4307 

264.0625 

265.0791 

266.0977 

267.1182 

297.5625 

298.6416 

299.7227 

300.8057 

13 

32 

15 

32 

H 

Y 

16 

153.1406 

153.9150 

154.6914 

155.4697 

178.8906 

179.7275 

180.5664 

181.4072 

206.6406 

207.5400 

208.4414 

209.3447 

236.3906 

237.3525 

238.3164 

239.2822 

268.1406 

289.1650 

270.1914 

271.2197 

301.8906 

302.9775 

304.0664 

305.1572 

i 7 
32 

19 

32 

x 

V 

16 
• • 

156.2500 

157.0322 

157.8164 

158.6025 

182.2500 

183.0947 

183.9414 

184.7900 

210.2500 

211.1572 

212.0664 

212.9775 

240.2500 

241.2197 

242.1914 

243.1650 

272.2500 

273.2822 

274.3164 

275.3525 

306.2500 

307.3447 

308.4414 

309.5400 

2i 

32 

23 

32 

x 

ii 

16 

159.3906 

160.1807 

160.9727 

161.7666 

185.6406 

186.4932 

187.3477 

188.2041 

213.8906 

214.8057 

215.7227 

216.6416 

244.1406 

245.1182 

246.0977 

247.0791 

276.3906 

277.4307 

278.4727 

279.5166 

310.6406 

311.7432 

312.8477 

313.9541 

25 

32 

2 7 
32 

X 

i 3 

16 

162.5625 

163.3604 

164.1602 

164.9619 

189.0625 

189.9229 

190.7852 

191.6494 

217.5625 

218.4854 

219.4102 

220.3369 

248.0625 

249.0479 

250.0352 

251.0244 

280.5625 

281.6104 

282.6602 

283.7119 

315.0625 

316.1729 

317.2852 

318.3994 

29 

32 

31 

32 

X 

is 

16 
• • 

165.7656 

166.5713 

167.3789 

168.1885 

192.5156 

193.3838 

194.2539 

195.1260 

221.2656 

222.1963 

223.1289 

224.0635 

252.0156 

253.0088 

254.0039 

255.0010 

284.7656 

285.8213 

286.8789 

287.9385 

319.5156 

320.6338 

321.7539 

322.8760 







































CAMBRIA STEEL. 543 


SQUARES OF NUMBERS 
AND FRACTIONAL INTERVALS. 


Fraction 

6 

7 

8 

9 

10 

11 

49 

64 

si 

64 

X 

25 

32 

45.56250 

45.77368 

45.98535 

46.19751 

60.06250 

60.30493 

60.54785 

60.79126 

76.56250 

76.83618 

77.11035 

77.38501 

95.06250 

95.36743 

95.67285 

95.97876 

115.56250 

115.89868 

116.23535 

116.57251 

138.06250 

138.42993 

138.79785 

139.16626 

53 

64 

55 

64 

13 

16 

27 

32 

46.41016 

46.62329 

46.83691 

47.05103 

61.03516 

61.27954 

61.52441 

61.76978 

77.66016 

77.93579 

78.21191 

78.48853 

96.28516 

96.59204 

96.89941 

97.20728 

116.91016 

117.24829 

117.58691 

117.92603 

139.53516 

139.90454 

140.27441 

140.64478 

57 

64 

59 

64 

H 

29 

32 

47.26563 

47.48071 

47.69629 

47.91235 

62.01563 

62.26196 

62.50879 

62.75610 

78.76563 

79.04321 

79.32129 

79.59985 

97.51563 

97.82446 

98.13379 

98.44360 

118.26563 

118.60571 

118.94629 

119.28735 

141.01563 

141.38696 

141.75879 

142.13110 

6i 

64 

63 

64 

15 

16 

31 

32 

48.12891 

48.34595 

48.56348 

48.78149 

63.00391 

63.25220 

63.50098 

63.75024 

79.87891 

80.15845 

80.43848 

80.71899 

98.75391 

99.06470 

99.37598 

99.68774 

119.62891 

119.97095 

120.31348 

120.65649 

142.60391 

142.87720 

143.25098 

143.62524 

Fraction 

18 

19 

20 

21 

22 

23 

V 

32 

V 

32 

0 

Y 

16 

324.0000 

325.1260 

326.2539 

327.3838 

361.0000 

362.1885 

363.3789 

364.5713 

400.0000 

401.2510 

402.5039 

403.7588 

441.0000 

442.3135 

443.6289 

444.9463 

484.0000 

485.3760 

486.7539 

488.1338 

529.0000 

630.4385 

531.8789 

533.3213 

V 

32 

V 

32 

X 

Y 

16 

• * 

328.5156 

329.6494 

330.7852 

331.9229 

365.7656 

366.9619 

368.1602 

369.3604 

405.0156 

406.2744 

407.5352 

408.7979 

446.2656 

447.5869 

448.9102 

450.2354 

489.5156 

490.8994 

492.2852 

493.6729 

634.7656 

536.2119 

537.6602 

539.1104 

V 

32 

i i 

32 

X 

V 

16 

333.0625 

334.2041 

335.3477 

336.4932 

370.5625 

371.7666 

372.9727 

374.1807 

410.0625 

411.3291 

412.5977 

413.8682 

451.5625 

452.8916 

454.2227 

455.5557 

495.0625 

496.4541 

497.8477 

499.2432 

540.5625 

542.0166 

543.4727 

544.9307 

13 

32 

15 

32 

X 

Y 

16 

337.6406 

338.7900 

339.9414 

341.0947 

375.3906 

376.6025 

377.8164 

379.0322 

415.1406 

416.4150 

417.6914 

418.9697 

456.8906 

458.2275 

459.5664 

460.9072 

600.6406 

502.0400 

503.4414 

504.8447 

546.3906 

647.8525 

549.3164 

550.7822 

i 7 
32 

19 

32 

K 

V 

16 

342.2500 

343.4072 

344.5664 

345.7275 

380.2500 

381.4697 

382.6914 

383.9150 

420.2500 

421.5322 

422.8164 

424.1025 

462.2500 

463.5947 

464.9414 

466.2900 

506.2500 

507.6572 

509.0664 

510.4775 

552.2500 

553.7197 

555.1914 

556.6650 

21 

32 

23 

32 

i i 

16 

346.8906 

348.0557 

349.2227 

350.3916 

385.1406 

386.3682 

387.5977 

388.8291 

425.3906 

426.6807 

427.9727 

429.2666 

467.6406 

468.9932 

470.3477 

471.7041 

511.8906 

513.3057 

514.7227 

516.1416 

558.1406 

559.6182 

561.0977 

562.5791 

25 

32 

2 7 
32 

X 

i 3 

16 

351.5625 

352.7354 

353.9102 

355.0869 

390.0625 

391.2979 

392.5352 

393.7744 

430.5625 

431.8604 

433.1602 

434.4619 

473.0625 

474.4229 

475.7852 

477.1494 

517.5625 

518.9854 

520.4102 

521.8369 

564.0625 

565.5479 

567.0352 

568.5244 

29 

32 

31 

32 

H 

15 

16 

356.2656 

357.4463 

358.6289 

359.8135 

395.0156 

396.2588 

397.5039 

398.7510 

435.7656 

437.0713 

438.3789 

439.6885 

478.5156 

479.8838 

481.2539 

482.6260 

523.2656 

524.6963 

526.1289 

527.5635 

570.0156 

571.5088 

573.0039 

574.5010 



































544 CAMBRIA STEEL. 


SQUARES OF NUMBERS 
AND FRACTIONAL INTERVALS. 


No. 

0 

24 

576 

25 

625 

26 

676 

27 

729 

28 

784 

29 

841 

30 

900 

31 

961 

32 

1024 

33 

1089 

34 

1156 

35 

1225 

36 

1296 

37 

1369 

38 

1444 

39 

1521 

40 

1600 

41 

1681 

42 

1764 

43 

1849 

44 

1936 

45 

2025 

46 

2116 

47 

2209 

48 

2304 

49 

2401 

50 

2500 

51 

2601 

52 

2704 

53 

2809 

54 

2916 

55 

3025 

56 

3136 

57 

3249 

58 

3364 

59 

3481 

60 

3600 

61 

3721 

62 

3844 

63 

3969 

64 

4096 

65 

4225 

66 

4356 

67 

4489 

68 

4624 

69 

4761 

70 

4900 


Vs 


582.0156 

631.2656 

682.5156 

735.7656 
791.0156 

848.2656 

907.5156 

968.7656 
1032.0156 

1097.2656 

1164.5156 

1233.7656 

1305.0156 

1378.2656 

1453.5156 

1530.7656 
1610.0156 

1691.2656 

1774.5156 

1859.7656 
1947.0156 

2036.2656 

2127.5156 

2220.7656 
2316.0156 

2413.2656 

2512.5156 

2613.7656 
2717.0156 

2822.2656 

2929.5156 

3038.7656 

3150.0156 

3263.2656 

3378.5156 

3495.7656 
3615.0156 

3736.2656 

3859.5156 

3984.7656 
4112.0156 

4241.2656 

4372.5156 

4505.7656 
4641.0156 

4778.2656 

4917.5156 


Yt 


588.0625 

637.5625 

689.0625 

742.5625 
798.0625 

855.5625 
915.0625 

976.5625 
1040.0625 

1105.5625 
1173.0625 

1242.5625 

1314.0625 

1387.5625 
1463.0625 

1540.5625 
1620.0625 

1701.5625 
1785.0625 

1870.5625 
1958.0625 

2047.5625 

2139.0625 

2232.5625 
2328.0625 

2425.5625 
2525.0625 

2626.5625 
2730.0625 

2835.5625 
2943.0625 

3052.5625 

3164.0625 

3277.5625 
3393.0625 

3510.5625 
3630.0625 

3751.5625 
3875.0625 

4000.5625 
4128.0625 

4257.5625 

4389.0625 

4522.5625 
4658.0625 

4795.5625 
4935.0625 


V& 


594.1406 

643.8906 

695.6406 

749.3906 

805.1406 

862.8906 

922.6406 

984.3906 

1048.1406 

1113.8906 

1181.6406 

1251.3906 

1323.1406 

1396.8906 

1472.6406 

1550.3906 

1630.1406 

1711.8906 

1795.6406 

1881.3906 

1969.1406 

2058.8906 

2150.6406 

2244.3906 

2340.1406 

2437.8906 

2537.6406 

2639.3906 

2743.1406 

2848.8906 

2956.6406 

3066.3906 

3178.1406 

3291.8906 

3407.6406 

3525.3906 

3645.1406 

3766.8906 

3890.6406 

4016.3906 

4144.1406 

4273.8906 

4405.6406 

4539.3906 

4675.1406 

4812.8906 

4952.6406 




600.25 

650.25 

702.25 

756.25 

812.25 

870.25 

930.25 

992.25 

1056.25 

1122.25 

1190.25 

1260.25 

1332.25 

1406.25 

1482.25 

1560.25 

1640.25 

1722.25 

1806.25 

1892.25 

1980.25 

2070.25 

2162.25 

2256.25 

2352.25 

2450.25 

2550.25 

2652.25 

2756.25 

2862.25 

2970.25 

3080.25 

3192.25 

3306.25 

3422.25 

3540.25 

3660.25 

3782.25 

3906.25 

4032.25 

4160.25 

4290.25 

4422.25 

4556.25 

4692.25 

4830.25 

4970.25 


Vs 


606.3906 

656.6406 

708.8906 

763.1406 

819.3906 

877.6406 

937.8906 

1000.1406 

1064.3906 

1130.6406 

1198.8906 

1269.1406 

1341.3906 

1415.6406 

1491.8906 

1570.1406 

1650.3906 

1732.6406 

1816.8906 

1903.1406 

1991.3906 

2081.6406 

2173.8906 

2268.1406 

2364.3906 

2462.6406 

2562.8906 

2665.1406 

2769.3906 

2875.6406 

2983.8906 

3094.1406 

3206.3906 

3320.6406 

3436.8906 

3555.1406 

3675.3906 

3797.6406 

3921.8906 

4048.1406 

4176.3906 

4306.6406 

4438.8906 

4573.1406 

4709.3906 

4847.6406 

4987.8906 


% 


612.5625 
663.0625 

715.5625 
770.0625 

826.5625 
885.0625 

945.5625 

1008.0625 

1072.5625 
1139.0625 

1207.5625 
1278.0625 

1350.5625 
1425.0625 

1501.5625 
1580.0625 

1660.5625 

1743.0625 

1827.5625 
1914.0625 

2002.5626 
2093.0625 

2185.5625 
2280.0625 

2376.5625 
2475.0625 

2575.5625 

2678.0625 

2782.5625 
2889.0625 

2997.5625 
3108.0625 

3220.5625 
3335.0625 

3451.5625 
3570.0625 

3690.5625 

3813.0625 

3937.5625 
4064.0625 

4192.5625 
4323.0625 

4455.5625 
4590.0625 

4726.5625 
4865.0625 

5005.5625 


% 


618.7656 

669.5156 

722.2656 
777.0156 

833.7656 

892.5156 

953.2656 

1016.0156 

1080.7656 

1147.5156 

1216.2656 
1287.0156 

1359.7656 

1434.5156 
1511 2656 
1590.0156 

1670.7656 

1753.5156 

1838.2656 
1925.0156 

2013.7656 

2104.5156 

2197.2656 
2292.0156 

2388.7656 

2487.5156 

2588.2656 

2691.0156 

2795.7656 

2902.5156 

3011.2656 
3122.0156 

3234.7656 

3349.5156 

3466.2656 
3585.0156 

3705.7656 

3828.5156 

3953.2656 
4080.0156 

4208.7656 

4339.5156 

4472.2656 
4607.0156 

4743.7656 

4882.5156 

5023.2656 




































CAMBRIA STEEL. 


545 

CUBES OF NUMBERS AND FRACTIONAL INTERVALS. 

Fraction 

0 

1 

2 

3 

4 

5 

y 0 


1.000000 

8.000000 

8.380890 

8.773682 

9.178558 

27.00000 

27.85257 

28.72290 

29.61118 

64.00000 

65.51175 

67.04712 

68.60629 

125.00000 

127.35843 

129.74634 

132.16391 

32 . . 

. . 1 

3 16 
32 . . 

•0 4 30518 
.0 3 24414 
.0 3 82397 

1.096710 

1.199463 

1.308441 

v Us 

T2 . . 

. . 3 

7 16 

32 . . 

.0019531 

.0038147 

.0065918 

.0104675 

1.423828 

1.545807 

1.674561 

1.810272 

9.595703 

10.025299 

10.467529 

10.922577 

30.51758 

31.44229 

32.38550 

33.34738 

70.18945 

71.79678 

73.42847 

75.08469 

134.61133 

137.08878 

139.59644 

142.13449 

v X 

32 

5 

11 16 
32 • • 

.0156250 

.0222473 

.0305176 

.0406189 

1.953125 

2.103302 

2.260986 

2.426361 

11.390625 

11.871857 

12.366455 

12.874603 

34.32813 

35.32791 

36.34692 

37.38535 

76.76563 

78.47147 

80.20239 

81.95859 

144.70313 

147.30252 

149.93286 

152.59433 

13 H 
32 y 

15 16 

3 2 • • 

.0527344 

.0670471 

.0837402 

.1029968 

.1250000 

2.599609 

2.780914 

2.970459 

3.168427 

3.375000 

13.396484 

13.932281 

14.482178 

15.046356 

15.625000 

38.44336 

39.52115 

40.61890 

41.73679 

42.87500 

83.74023 

85.54752 

87.38062 

89.23972 

91.12500 

155.28711 

158.01138 

160.76733 

163.55515 

166.37500 

1 7 

32 " 9 
19 16 

32 • • 

.1499329 

.1779785 

.2093201 

3.590363 

3.814697 

4.048187 

16.218292 

16.826416 

17.449554 

44.03372 

45.21313 

46.41342 

93.03665 

94.97485 

96.93979 

169.22708 

172.11157 

175.02866 

2 i H 

32 ii 
23 16 
32 • • 

.2441406 

.2826233 

.3249512 

.3713074 

4.291016 

4.543365 

4.805420 

5.077362 

18.087891 

18.741608 

19.410889 

20.095917 

47.63477 

48.87735 

50.14136 

51.42697 

98.93164 

100.95059 

102.99683 

105.07053 

177.97852 

180.96133 

183.97729 

187.02658 

« X 
32 ii 

27 16 

32 * * 

.4218750 

.4768372 

.5363770 

.6006775 

5.359375 

5.651642 

5.954346 

6.267670 

20.796875 

21.513947 

22.247314 

22.997162 

52.73438 

54.06375 

55.41528 

56.78915 

107.17188 

109.30106 

111.45825 

113.64365 

190.10938 

193.22586 

196.37622 

199.56064 

29 /0 

32 ii. 

3 i 16 

32 ’ * 

.6699219 

.7442932 

.8239746 

.9091492 

6.591797 

6.926910 

7.273193 

7.630829 

23.763672 

24.547028 

25.347412 

26.165009 

58.18555 

59.60464 

61.04663 

62.51169 

115.85742 

118.09976 

120.37085 

122.67087 

202.77930 

206.03238 

209.32007 

212.64255 

Fraction 

6 

7 

8 

9 

10 

11 

.. o 

l 

3 2 i* 
V 16 

3~2 * * 

216.00000 

219.39261 

222.82056 

226.28403 

343.00000 

347.61429 

352.26978 

356.96664 

512.00000 

518.02347 

524.09399 

530.21176 

729.0000 

736.6201 

744.2932 

752.0194 

1000.0000 

1009.4043 

1018.8674 

1028.3895 

1331.0000 

1342.3760 

1353.8167 

1365.3221 

v X 

3 2 V 

V 16 
32 * ' 

229.78320 

233.31827 

236.88940 

240.49680 

361.70508 

366.48526 

371.30737 

376.17160 

536.37695 

542.58975 

548.85034 

555.15891 

759.7988 

767.6317 

775.5183 

783.4587 

1037.9707 

1047.6112 

1057.3113 

1067.0710 

1376.8926 

1388.5282 

1400.2292 

1411.9958 

v X 

3 2 V 

ii 16 

32 " 

244.14063 

247.82108 

251.53833 

255.29257 

381.07813 

386.02713 

391.01880 

396.05331 

561.51563 

567.92068 

574.37427 

580.87656 

791.4531 

799.5017 

807.6047 

815.7623 

1076.8906 

1086.7703 

1096.7102 

1106.7105 

1423.8281 

1435.7263 

1447.6907 

1459.7213 

• • ¥% 
13 X 

3 2 V 

is 16 
32 * * 

259.08398 

262.91275 

266.77905 

270.68307 

401.13086 

406.25162 

411.41577 

416.62350 

587.42773 

594.02798 

600.67749 

607.37643 

823.9746 

832.2418 

840.5642 

848.9419 

1116.7715 

1126.8932 

1137.0759 

1147.3198 

1471.8184 

1483.9821 

1496.2126 

1508.5102 





































546 CAMBRIA STEEL. 


CUBES OF NUMBERS AND FRACTIONAL INTERVALS. 


Fraction 

6 

7 

8 

9 

10 

11 

• • yi 

17 ' * 

3 2 V 

19 I 6 
32 * * 

274.62500 1 
278.60501 
282.62329 
286.68002 

421.87500 

427.17044 

432.51001 

437.89389 

614.12500 

620.92337 

627.77173 

634.67026 

857.3750 

865.8638 

874.4084 

883.0091 

1167.6250 

1167.9917 

1178.4202 

1188.9105 

1520.8760 

1533.3072 

1545.8069 

1558.3774 

ii & 

32 £i 

23 16 

32 • * 

290.77539 

294.90958 

299.08276 

303.29514 

443.32227 

448.79532 

454.31323 

459.87619 

641.61914 

648.61856 

655.66870 

662.76974 

891.6660 

900.3793 

909.1491 

917.9758 

1199.4629 

1210.0776 

1220.7546 

1231.4943 

1571.0098 

1583.7133 

1596.4851 

1609.3254 

2 5 ^ 

32 ii 

2 7 16 

32 • ’ 

307.54688 

311.83817 

316.16919 

320.54013 

465.48438 

471.13797 

476.83716 

482.58212 

669.92188 

677.12527 

684.38013 

691.68661 

926.8594 

935.8001 

944.7981 

953.8536 

1242.2969 

1253.1624 

1264.0911 

1275.0831 

1622.2344 

1635.2122 

1648.2590 

1661.3751 

29 ^ 

32 ii 

3 i 16 
32 - • 

324.95117 

329.40250 

333.89429 

338.42673 

488.37305 

494.21011 

500.09351 

506.02341 

699.04492 

706.45523 

713.91772 

721.43259 

962.9668 

972.1378 

981.3669 

990.6543 

1286.1387 

1297.2580 

1308.4412 

1319.6884 

1674.5605 

1687.8156 

1701.1404 

1714.5351 

Fraction 

12 

13 

14 

15 

16 

17 

0 

• • 

16 - ’ 

1728.0000 

1755.1409 

1782.5645 

1810.2722 

2197.0000 

2228.8401 

2260.9863 

2293.4402 

2744.0000 

2780.9143 

2818.1582 

2855.7332 

3375.0000 

3417.3635 

3460.0801 

3503.1511 

4096.0000 

4144.1877 

4192.7520 

4241.6941 

4913.0000 

4967.3870 

5022.1738 

5077.3621 

V X 

V H 

16 ‘ - 

1838.2656 

1866.5461 

1895.1152 

1923.9744 

2326.2031 

2359.2766 

2392.6621 

2426.3611 

2893.6406 

2931.8821 

2970.4590 

3009.3728 

3546.5781 

3590.3625 

3634.5059 

3679.0095 

4291.0156 

4340.7180 

4390.8027 

4441.2712 

5132.9531 

5188.9485 

5245.3496 

5302.1580 

V ^ 

• 6 H 

ii 

16 ’ * 

1953.1250 

1982.5686 

2012.3066 

2042.3406 

2460.3750 

2494.7053 

2529.3535 

2564.3210 

3048.6250 

3088.2170 

3128.1504 

3168.4265 

3723.8750 

3769.1038 

3814.6973 

3860.6570 

4492.1250 

4543.3655 

4594.9941 

4647.0125 

5359.3750 

5417.0022 

5475.0410 

5533.4929 

13 

16 

is 

16 - ' 

2072.6719 

2103.3020 

2134.2324 

2165.4646 

2599.6094 

2635.2200 

2671.1543 

2707.4138 

3209.0469 

3250.0129 

3291.3262 

3332.9880 

3906.9844 

3953.6809 

4000.7480 

4048.1873 

4699.4219 

4752.2239 

4805.4199 

4859.0115 

5592.3594 

5651.6418 

5711.3418 

5771.4607 

Fraction 

18 

19 

20 

21 

22 

23 

.. o 

16 - * 

5832.0000 

5892.9612 

5954.3457 

6016.1550 

6859.0000 

6926.9104 

6995.2676 

7064.0730 

8000.0000 

8075.2346 

8150.9395 

8227.1160 

9261.000 

9343.934 

9427.361 

9511.284 

10648.000 

10739.008 

10830.533 

10922.577 

12167.000 

12266.457 

12366.455 

12466.995 

v H 
16 * ‘ 

6078.3906 

6141.0540 

6204.1465 

6267.6697 

7133.3281 

7203.0344 

7273.1934 

7343.8064 

8303.7656 

8380.8899 

8458.4902 

8536.5681 

9595.703 

9680.620 

9766.037 

9851.955 

11015.141 

11108.226 

11201.834 

11295.967 

12568.078 

12669.706 

12771.881 

12874.603 

V * 

ii & 
16 • ’ 

6331.6250 

6396.0139 

6460.8379 

6526.0984 

7414.8750 

7486.4006 

7558.3848 

7630.8289 

8515.1250 

8694.1624 

8773.6816 

8853.6843 

9938.375 

10025.299 

10112.729 

10200.665 

11390.625 

11485.811 

11581.525 

11677.770 

12977.875 

13081.698 

13186.072 

13291.001 

ii y* 

ii yi 
16 * * 

6591.7969 

6657.9348 

6724.5137 

6791.5349 

7703.7344 

7777.1028 

7850.9355 

7925.2341 

8934.1719 

9015.1458 

9096.6074 

9178.5583 

10289.109 

10378.064 

10467.529 

10557.508 

11774.547 

11871.857 

11969.701 

12068.082 

13396.484 

13502.525 

13609.123 

13716.281 


































































CAMBRIA STEEL. 


547 



CUBES OF NUMBERS 

AND FRACTIONAL INTERVALS. 


© 

sz; 

0 

Vs 

K 

Vs 

Vi 

% 

H 

% 

24 

13824 

14041.127 

14260.516 

14482.178 

14706.125 

14932.369 

15160.922 

15391.796 

25 

15625 

15860.549 

16098.453 

16338.725 

16581.375 

16826.416 

17073.85S 

17323.717 

26 

17576 

17830.721 

18087.891 

18347.521 

18609.625 

18874.213 

19141.297 

19410.889 

27 

19683 

19957.643 

20234.828 

20514.568 

20796.875 

21081.760 

21369.234 

21659.311 

28 

21952 

22247.315 

22545.266 

22845.865 

23149.125 

23455.057 

23763.672 

24074.982 

29 

24389 

24705.736 

25025.203 

25347.412 

25672.375 

26000.104 

26330.609 

26663.904 

30 

27000 

27338.908 

27680.641 

28025.209 

28372.625 

28/22.900 

29076.047 

29432.076 

31 

29791 

30152.830 

30517.578 

30885.256 

31255.875 

31629.447 

32005.984 

32385.498 

32 

32768 

33153.502 

33542.016 

33933.553 

34328.125 

34725.744 

35126.422 

35530.170 

33 

35937 

36346.924 

36759.953 

37176.100 

37595.375 

38017.791 

38443.359 

38872.092 

34 

39304 

39739.096 

40177.391 

40618.896 

41063.625 

41511.588 

41962.797 

42417.264 

35 

42875 

43336.018 

43800.328 

44267.943 

44738.875 

45213.135 

45690.734 

46171.686 

36 

46656 

47143.689 

47634.766 

48129.240 

48627.125 

49128.432 

49633.172 

50141.357 

37 

50653 

51168.111 

51686.703 

52208.787 

52734.375 

53263.479 

53796.109 

54332.279 

38 

54872 

55415.283 

55962.141 

56512.584 

57066.625 

57624.275 

58185.547 

58750.451 

39 

59319 

59891.205 

60467.078 

61046.631 

61629.875 

62216.822 

62807.484 

63401.873 

40 

64000 

64601.877 

65207.516 

65816.928 

66430.125 

67047.119 

67667,922 

68292.545 

41 

68921 

69553.299 

70189.453 

70829.475 

71473.375 

72121.166 

72772.859 

73428.467 

42 

74088 

74751.471 

75418.891 

76090.272 

76765.625 

77444.963 

78128.297 

78815.639 

43 

79507 

80202.393 

80901.828 

81605.318 

82312.875 

83024.510 

83740.234 

84460.061 

44 

85184 

85912.065 

86644.266 

87380.615 

88121.125 

88865.807 

89614.672 

90367.732 

45 

91125 

91886.486 

92652.203 

93422.162 

94196.375 

94974.854 

95757.609 

96544.654 

46 

97336 

98131.658 

98931.641 

99735.959 

100544.63 

101357.65 

102175.05 

102996.83 

47 

103823 

104653.58 

105488.58 

106328.01 

107171.87 

108020.20 

108872.98 

109730.25 

48 

110592 

111458.25 

112329.02 

113204.30 

114084.12 

114968.49 

115857.42 

116750.92 

49 

117649 

118551.67 

119458.95 

120370.85 

121287.37 

122208.54 

123134.36 

124064.84 

50 

125000 

125939.85 

126884.39 

127833.65 

128787.62 

129746.34 

130709.80 

131678.01 

51 

132651 

133628.77 

134611.33 

135598.69 

136590.87 

137587.88 

138589.73 

139596.44 

52 

140608 

141624.44 

142645.77 

143671.99 

144703.12 

145739.18 

146780.17 

147826.11 

53 

148877 

149932.86 

150993.70 

152059.54 

153130 37 

154206.23 

155287.11 

156373.03 

C4 

157464 

158560.03 

159661.14 

160767.33 

161878.62 

162995.03 

164116.55 

165243.20 

55 

166375 

167511.96 

168654.08 

169801.38 

170953.87 

172111.57 

173274.48 

174442.62 

56 

175616 

176794.63 

177978.52 

179167.68 

180362.12 

181561.87 

182766.92 

183977.29 

57 

185193 

186414.05 

187640.45 

188872.22 

190109.37 

191351.92 

192599.86 

193853.22 

58 

19611? 

196376.22 

197645.89 

198921.02 

200201.62 

201487.71 

202779.30 

204076.39 

£9 

205379 

206687.14 

208000.83 

209320.07 

210644.87 

211975.26 

213311.23 

214652.81 

60 

216000 

217352.81 

218711.27 

220075.37 

221445.12 

222820.56 

224201.67 

225588.48 

61 

226981 

228379.24 

229783.20 

231192.91 

232608.38 

234029.60 

235456.61 

236889.40 

62238328 239772.41 

241222.64 

242678.71 

244140.63 

245608.40 

247082.05 

248561.58 

63 250047 251538.33 

253035.58 

254538.76 

256047.88 

257562.95 

259083.98 

2606’1.00 

64262144 263683.00 

265228.02 

266779.05 

268336.13 

269899.24 

271468.42 

2 7 3043.67 

65274625 276212.42 

277805.95 

279405.60 

281011.38 

282623.29 

284241.36 

285865.59 

66 287496 289132.60 

290775.39 

292424.40 

294079.63 

295741.09 

297408.80 

299082.76 

67300763 302449.52 

304142.33 

305841.44 

307546.88 

309258.63 

310976.73 

312701.19 

68 314432 316169.19 

317912.77 

319662.74 

321419.13 

323181.93 

324951.17 

326726.86 

69 328509 330297.61 

332092.70 

333894.29 

335702.37 

337516.98 

339338.11 

341165.78 

70343000 344840.78 

346688.14 

348542.08 

350402.S1 

352269.77 

354143.55 

356023.95 

































548 


CAMBRIA STEEL. 


VALUES FOR COMBINATIONS OF 7T (tt = 3.14159265359). 


Combination. 


nx ... 

nx 


4 • •• • 

nx 


6 " ' 

nx 


8 

nx 


16 ‘ ' 

nx 


32 - - - 

nx 


64 

X 

n 

n 

X 

X 

n 90° 

n 90° 

X 

x n .. •. 

1 


x! 

n /—.. 

1 

V x 

V'x 

nx 2 .... 

n 


X 2 



y/ nx- • 

\Zn~ 


X 

n \/xT- 

n 


\/x 

nx 3 -... 

n 


X 3 

V^nx • • 


X 

nVx 

n 

V x 

nx 4 ... 

n 


X 4 

\ZtVK- - 

x/rT 


X 


Values for n. 


1 

2 

3 

4 

5 

3.141593 

6.283185 

9.424778 

12.566371 

15.707963 

.785398 

1.570796 

2.356194 

3.141593 

3.926991 

.523599 

1.047196 

1.570796 

2.094395 

2.617994 

.392699 

.785398 

1.178097 

1.570796 

1.963495 

.196350 

.392699 

.589049 

.785398 

.981748 

.098175 

.196350 

.294524 

.392699 

.490874 

.049087 

.098175 

.147262 

.196350 

.245437 

3.141593 

1.570796 

1.047198 

.785398 

.628319 

.318310 

.636620 

.954930 

"1.273240 

1.591549 

.034907 

.017453 

.011636 

.008727 

.006981 

28.647890 

57.295780 

85.943670 

114.59156 

143.239450 

3.141593 

9.869604 

31.006277 

97.409091 

306.01979 

.318310 

.101321 

.032252 

.010266 

.003268 

3.141593 

1.772454 

1.464592 

1.331335 

1.257274 

.318310 

.564190 

.682784 

.751126 

.795371 

9.869604 

19.739209 

29.608813 

39.478418 

49.348022 

.101321 

.202642 

.303963 

.405284 

.506605 

1.772454 

2.506628 

3.069980 

3.544908 

3.963328 

.564190 

.797885 

.977205 

1.128379 

1.261566 

1.772454 

3.544908 

5.317362 

7.089815 

8.862269 

.564190 

1.128379 

1.692569 

2.256785 

2.820948 

31.006277 

62.012553 

93.018830 

124.02511 

155.03138 

.032252 

.064503 

.096755 

.129006 

.161258 

1.464592 

1.845270 

2.112469 

2.324895 

2.504417 

.682784 

.860254 

.984745 

1.086351 

1.167544 

1.464592 

2.929184 

4.393776 

5.858368 

7.322959 

.6827841 

1.3655681 

2.0483522 

2.7311363 

3.4139203 

97.409091 

194.81818 

292.22727 

389.63636 

487.04545 

.0102660 

.0205320 

.0307979 

.0410639 

.0513299 

1.331335 

1.583233 

1.752136 

1.882793 

1.990811 

.751126 

.893244 

.988537 

1.062252 

1.123195 








































CAMBRIA STEEL. 


549 


VALUES FOR COMBINATIONS OF 7T(7r = 3.14159265359). 


Values for n. 

6 

7 

8 

9 

18.849556 

21.991149 

25.132741 

28.274334 

4.712389 

5.497787 

6.283185 

7.068583 

3.141593 

3.665191 

4.188790 

4.712389 

2.356194 

2.748894 

3.141593 

3.534292 

1.178097 

1.374447 

1.570796 

1.767146 

.589049 

.687223 

.785398 

.883573 

.294524 

.343612 

.392699 

.441786 

.523599 

.448799 

.392699 

.349066 

1.909859 

2.228169 

2.546479 

2.864789 

.005818 

.004987 

.004363 

.003879 

171.88738 

200.53523 

229.18312 

257.84101 

961.38937 

3020.1938 

9488.5331 

29809.108 

.001040 

.000331 

.000105 

.000034 

1.210203 

1.177664 

1.153835 

1.136635 

.826307 

.849139 

.866675 

.880564 

59.217626 

69.087231 

79.956835 

88.826440 

.607926 

.709247 

.810568 

.911889 

4.341608 

4.689471 

5.013257 

5.317362 

1.381977 

1.492705 

1.595769 

1.692569 

10.634723 

12.407177 

14.179631 

15.952085 

3.385138 

3.949327 

4.513517 

5.077706 

186.03766 

217.04394 

248.05021 

279.05649 

.193509 

.225761 

.258012 

.290264 

2.661340 

2.801663 

2.929184 

3.046474 

1.240701 

1.306189 

1.365568 

1.420248 

8.787551 

10.252143 

11.716735 

13.181327 

4.096704 

4.779489 

5.462273 

6.145057 i( 

584.45455 

681.86364 

779.27273 

876.68182 

.061596 

.071862 

.082128 

.092394 

2.083653 

2.165519 

2.239030 

2.305940 

1.175575 

1.221763 

1.263237 

1.300988 


Combination. 


nx 


.... 4 

nx 

nx 

’ ' 6 

.... g 

nx 

nx 

• 16 

• ‘ 32 

nx 

X 

' ' ‘ 64 

n 

n 

X 

X 

n90° 

n 90° 


X 

. . . . x n 

1 

n 

' 'y/ x 

x n 

1 



. .. .nx 2 

\Zk 


n 

.v/ nx 

X 2 


\/~n 


X 

. . n V x 

n 

. .. .nx 3 

Vx 


n 

\/nx 

X 3 



. n V 7 x 

X 


n 


\/ x 


.... nx 4 

n 

\/nx 

——“A 

X 

X 






































550 


CAMBRIA STEEL. 


MENSURATION. 


LENGTH. 


Circumference of circle = diameter X 3.1416. 

Diameter of circle = circumference X 0.3183. 

Side of square of equal periphery as circle = diameter X 0.7854. 
Diameter of circle of equal periphery as square = side X 1.2732. 
Side of an inscribed square = diameter of circle X 0.7071. 
Diameter of circle circumscribed about square = side X 1.4142. 

Circumference of circle whose diameter is 1 = 

tv = 3.14159265 


log. 7T = 0.4971499 

0 


Vt = 1.772454 i\ 

;<-V- - C-i 

< -x > 

X 

/' 
/ I 

-/- ■>* 

/ | 

tt 2 = 9.869604 \ 

V 



c 2 v 

r ~8v + ~2 \ 




TV 

1 



= 0.318310 

= 0.101321 


= 0.564190 


x = \/r 2 — (r+o —v) 2 


o = V r 2 —x 2 —(r —v) 



A 


A 


tan — =2r sin 2 — =r+o — y/ r 2 — 


c = 2 V 7 2vr — v 2 = 2r sin 


A 

2 


Length of arc= ~^^~ = -0174533 r A 0 
Angle A°- 180 Xarc 57.29578Xarc 

tv r r 


A c 2 —4v 2 

cos — = 


2 c 2 -f-4v 2 

For division of circle into n parts, c = 2r sin 


180° 

n 





















CAMBRIA STEEL. 551 


MENSURATION—( Continued). 

AREA. 

Triangle = base X half perpendicular height. 

Parallelogram = base X perpendicular height. 

Trapezoid = half the sum of the parallel sides X perpendicular 
height. 

Trapezium, found by dividing into two triangles. 

Circle = diameter squared X 0.7854; or, = circumference squared 
X 0.07958. 

Sector of circle = length of arc X half radius. 

Segment of circle = area of sector of equal radius — triangle 
when segment is less, and + triangle when segment is greater 
than the semicircle; also for flat segments very nearly = 

yJ0.388 v 2 +— 

Side of square of equal area as circle = diameter X 0.8862; also, 
= circumference X 0.2821. 

Diameter of circle of equal area as square = side X 1.1284. 

Parabola = base X 2 A height. 

Ellipse = long diameter X short diameter X 0.7854. 

Regular polygon = sum of sides X half perpendicular distance 
from center to sides. 

APPROXIMATE AREA OF IRREGULAR FIGURE. 



Divide figure into n strips by equidistant parallel ordinates, 
ho, hi, h 2 , etc. 

Then by 

Simpson’s Rule, (n must be even) 
w 

Area =— [(ho-|-hw) +4 (hi+h3 + . . . h ;/ .i) +2 (h2+h4+ . . . h, 2 . 2 )] 

O 

Durand’s Rule 

Area = w[0.4 (hoT-h, 2 )-fT.l (hi-j-h«-i)T(h2+h3+ . . . h w . 2 )] 
Trapezoidal Rule 

Area = w [A (ho+h«) + (hi+h 2 +ha+ . . . h«.i)] 














552 CAMBRIA STEEL. 


RELATIONS IN CIRCULAR SEGMENTS 


Central 

Angle 

Degrees 

Area 

Chord 

Height 

Radius 

Arc 

Central 

Angle 

Degrees 

Area 

Chord 

Height 

Arc 

Radius 2 

Radius 

Radius 

Radius 2 

Radius 

Radius 

Radius 

1 

. 0,-40 

.017 

.040 

.017 

46 

.04176 

.781 

.0795 

.803 

2 

. 0,35 

.035 

. 0,315 

.035 

47 

.04448 

.797 

.0829 

.820 

3 

.042 

.052 

.034 

.052 

48 

.04731 

.813 

.0865 

.838 

4 

. 0 4 28 

.070 

• 0 ; s 61 

.070 

49 

.05025 

.829 

.0900 

.855 

5 

. 0 4 55 

.087 

. 0 j 95 

.087 

50 

.05331 

.845 

.0937 

.873 

6 

. 0 4 96 

.105 

.0014 

.105 

51 

.05649 

.861 

.0974 

.890 

7 

.00015 

.122 

.0019 

.122 

52 

.05978 

.877 

.1012 

.908 

8 

.00023 

.140 

{.0024 

.140 

53 

.06319 

.892 

.1051 

.925 

9 

.00032 

.157 

.0031 

.157 

54 

.06673 

- .908 

.1090 

.942 

10 

.00044 

.174 

.0038 

.175 

55 

.07039 

.923 

.1130 

.960 

11 

.00059 

.192 

.0046 

.192 

56 

.07417 

.939 

.1171 

.977 

12 

.00076 

.209 

.0055 

.209 

57 

.07808 

.954 

.1212 

.995 

13 

.00097 

.226 

.0064 

.227 

58 

.08212 

.970 

.1254 

1.012 

14 

.00121 

.244 

.0075 

.244 

59 

.08629 

.985 

.1296 

1.030 

15 

.00149 

.261 

.0086 

.262 

60 

.09059 

1.000 

.1340 

1.047 

16 

.00181 

.278 

.0097 

.279 

61 

.09502 

1.015 

.1384 

1.065 

17 

.00217 

.296 

.0110 

.297 

62 

.09958 

1.030 

.1428 

1.082 

18 

.00257 

.313 

.0123 

.314 

63 

.10428 

1.045 

.1474 

1.100 

19 

.00302 

.330 

.0137 

.332 

64 

.10911 

1.060 

.1520 

1.117 

20 

.00352 

.347 

.0152 

.349 

65 

.11408 

1.075 

.1566 

1.134 

21 

.00408 

.364 

.0167 

.367 

66 

.11919 

1.089 

.1613 

1.152 

22 

.00468 

.382 

.0184 

.384 

67 

.12443 

1.104 

.1661 

1.169 

23 

.00535 

.399 

.0201 

.401 

68 

.12982 

1.118 

.1710 

1.187 

24 

.00607 

.416 

.0219 

.419 

69 

.13535 

1.133 

.1759 

1.204 

25 

.00686 

.433 

.0237 

.436 

70 

.14102 

1.147 

.1808 

1.222 

26 

.00771 

.450 

.0256 

.454 

71 

.14683 

1.161 

.1859 

1.239 

27 

.00862 

.467 

.0276 

.471 

72 

.15279 

1.176 

.1910 

1.257 

28 

.00961 

.484 

.0297 

.489 

73 

.15889 

1.190 

.1961 

1.274 

29 

.01067 

.501 

.0319 

.506 

74 

.16514 

1.204 

.2014 

1.292 

30 

.01180 

.518 

.0341 

.524 

75 

.17154 

1.218 

.2066 

1.309 

' 31 

.01301 

.534 

.0364 

.541 

76 

.17808 

1.231 

.2120 

1.326 

32 

.01429 

.551 

.0387 

.559 

77 

.18477 

1.245 

.2174 

1.344 

33 

.01566 

.568 

.0412 

.576 

78 

.19160 

1.259 

.2229 

1.361 

34 

.01711 

.585 

.0437 

.593 

79 

.19859 

1.272 

.2284 

1.379 

35 

.01864 

.601 

.0463 

.611 

80 

.20573 

1.286 

.2340 

1.396 

36 

.02027 

.618 

.0489 

.628 

81 

.21301 

1.299 

.2396 

1.414 

37 

.02198 

.635 

.0517 

.646 

82 

.22045 

1.312 

.2453 

1.431 

38 

.02378 

.651 

.0545 

.663 

83 

.22804 

1.325 

.2510 

1.449 

39 

.02568 

.668 

.0574 

.681 

84 

.23578 

1.338 

.2569 

1.466 

40 

.02767 

.684 

.0603 

.698 

85 

.24367 

1.351 

.2627 

1.484 

41 

.02976 

.700 

.0633 

.716 

86 

.25171 

1.364 

.2686 

1.501 

42 

.03195 

.717 

.0664 

.733 

87 

.25990 

1.377 

.2746 

1.518 

43 

.03425 

.733 

.0696 

.750 

88 

.26825 

1.389 

.2807 

1.536 

44 

.03664 

.749 

.0728 

.768 

89 

.27677 

1.402 

.2867 

1.553 

45 

.03915 

.765 

.0761 

.785 

90 

.28540 

1.414 

.2929 

1.571 


































CAMBRIA STEEL. 553 


RELATIONS IN CIRCULAR SEGMENTS 


Central 

Angle 

Degrees 

Area 

Chord 

Height 

Arc 

Central 

Angle 

Degrees 

Area 

Chord 

Height 

Arc 

Radius 2 

Radius 

Radius 

Radius 

Radius 2 

Radius 

Radius 

Radius 

i 

91 

.2942 

1.427 

.2991 

1.588 

136 

.8395 

1.854 

.6254 

2.374 

92 

.3032 

1.439 

.3053 

1.606 

137 

.8545 

1.861 

.6335 

2.391 

93 

.3123 

1.451 

.3116 

1.623 

138 

.8697 

1.867 

.6416 

2.409 

94 

.3215 

1.463 

.3180 

1.641 

139 

.8850 

1.873 

.6498 

2.426 

95 

.3309 

1.475 

.3244 

1.658 

140 

.9003 

1.879 

.6580 

2.443 

96 

.3405 

1.486 

.3309 

1.676| 

141 

.9158 

1.885 

.6662 

2.461 

97 

.3502 

1.498 

.3374 

1.693 

142 

.9313 

1.891 

.6744 

2.478 

98 

.3601 

1.509 

.3439 

1.710 

143 

.9470 

1.897 

.6827 

2.496 

99 

.3701 

1.521 

.3506 

1.728 

144 

.9627 

1.902 

.6910 

2.513 

100 

.3803 

1.532 

.3572 

1.745 

145 

.9786 

1.907 

.6993 

2.531 

101 

.3906 

1.543 

.3639 

1.763 

146 

.9945 

1.913 

.7076 

2.548 

102 

.4010 

1.554 

.3707 

1.780 

147 

1.0105 

1.918 

.7160 

2.566 

103 

.4117 

1.565 

.3775 

1.798 

148 

1.0266 

1.923 

.7244 

2.583 

104 

.4224 

1.576 

.3843 

1.815 

149 

1.0427 

1.927 

.7328 

2.601 

105 

.4333 

1.587 

.3912 

1.833 

150 

1.0590 

1.932 

.7412 

2.618 

106 

.4444 

1.597 

.3982 

1.850 

151 

1.0753 

1.936 

.7496 

2.635 

107 

.4556 

1.608 

.4052 

1.868 

152 

1.0917 

1.941 

.7581 

2.653 

108 

.4669 

1.618 

.4122 

1.885 

153 

1.1082 

1.945 

.7666 

2.670 

109 

.4784 

1.628 

.4193 

1.902 

154 

1.1247 

1.949 

.7750 

2.688 

110 

.4901 

1.638 

.4264 

1.920 

155 

1.1413 

1.953 

.7836 

2.705 

111 

.5019 

1.648 

.4336 

1.937 

156 

1.1580 

1.956 

.7921 

2.723 

112 

.5138 

1.658 

.4408 

1.955 

157 

1.1747 

1.960 

.8006 

2.740 

113 

.5259 

1.668 

.4481 

1.972 

158 

1.1915 

1.963 

.8092 

2.758 

114 

.5381 

1.677 

.4554 

1.990 

159 

1.2083 

1.967 

.8178 

2.775 

115 

.5504 

1.687 

.4627 

2.007 

160 

1.2252 

1.970 

.8264 

2.793 

116 

.5629 

1.696 

.4701 

2.025 

161 

1.2422 

1.973 

.8350 

2.810 

117 

.5755 

1.705 

.4775 

2.042 

162 

1.2592 

1.975 

.8436 

2.827 

118 

.5883 

1.714 

.4850 

2.059 

163 

1.2763 

1.978 

.8522 

2.845 

119 

.6012 

1.723 

.4925 

2.077 

164 

1.2933 

1.981 

.8608 

2.862 

120 

.6142 

1.732 

.5000 

2.094 

165 

1.3105 

1.983 

.8695 

2.880 

121 

.6273 

1.741 

.5076 

2.112 

166 

1.3277 

1.985 

.8781 

2.897 

122 

.6406 

1.749 

.5152 

2.129 

167 

1.3449 

1.987 

.8868 

2.915 

123 

.6540 

1.758 

.5228 

2.147 

168 

1.3621 

1.989 

.8955 

2.932 

124 

.6676 

1.766 

.5305 

2.164 

169 

1.3794 

1.991 

.9042 

2.950 

125 

.6812 

1.774 

.5383 

2.182 

170 

1.3967 

1.992 

.9128 

2.967 

126 

.6950 

1.782 

.5460 

2.199 

171 

1.4140 

1.994 

.9215 

2.985 

127 

.7090 

1.790 

.5538 

2.217 

172 

1.4314 

1.995 

.9302 

3.002 

128 

.7230 

1.798 

.5616 

2.234 

173 

1.4488 

1.996 

.9390 

3.019 

129 

.7372 

1.805 

.5695 

2.251 

174 

1.4662 

1.997 

.9477 

3.037 

130 

.7514 

1.813 

.5774 

2.269 

175 

1.4836 

1.998 

.9564 

3.054 

131 

.7658 

1.820 

.5853 

2.286 

176 

1.5010 

1.999 

.9651 

3.072 

132 

.7803 

1.827 

.5933 

2.304 

177 

1.5185 

1.999 

.9738 

3.089 

133 

.7950 

1.834 

.6013 

2.321 

178 

1.5359 

2.000 

.9825 

3.107 

134 

.8097 

1.841 

.6093 

2.339 

179 

1.5533 

2.000 

.9913 

3.124 

135 

.8245 

1.848 

.6173 

2.356 

180 

1.5708 

2.000 

1.0000 

3.142 
































554 * CAMBRIA STEEL. 

SURFACES AND VOLUMES OF SOLIDS. 



i 

1 

1 

i 

h 

i 

i 

1 

l 

CYLINDER 

Convex Surface = jrdh 

Total Surface =7rdh+^- 

St 

Volume = 7 d 2 h 

4 

Volume Cylinder, right or oblique =area of sec¬ 
tion at right angles to sides X length of side. 

\ 

/ 

\ 

\ 


\ 

/ 

)r 

i 

\JL. 

PRISM 

Lateral Surface =hXBase Perimeter 

Total Surface = Lateral Surface-)-(2XBase Area) 
Volume =h XBase Area 

j 

PYRAMID 

§ 

Lateral Surface =-XBase Perimeter 

Total Surface = Lateral Surface + Base Area 

Volume =-XBase Area 

3 h 

Center of Gravity = -, above base 

/ 

/ i 
/ / 
/co 
/ / 

/ / 

/ 1 

N-A-A" 

M 1 \ l 

/ I \ 1 

1 \ * 

\ \ h 

1 \ 

\ \ 1 

- 

FRUSTUM OF PYRAMID 

Lateral Surface = s(Top + Base Perimeters) -s- 2 

If a=top area and A=base area, 

Total Surface = Lateral Surface-f(a-)-A) 

Volume = h(a+A-f VaA)-^-3 _ 

Center of Gravity _h/’3a+A+2 VaA\ 
above base 4^ a+A + VaX / 

4 -£ “ 

ft \ h 

</ \.i. 

U—d—»! 

CONE 

Convex Surface = ^ds =^r Vd 2 -)-4h 2 

2 4 * d 2 

Total Surface = Convex Surface-)-- — 

4 

Volume =^.d 2 h =^d 2 V4s 2 —d 2 

1 S S'! 

Center of Gravity above base =— 

4 

K--£*-->! 

( ' 

FRUSTUM OF CONE 

Surflce = ^ (d+d,) =^ d + d ') V 4h 2 + (d — d') 2 
Total Surface =^(d+d')+5( d2 + d ' 2 ) 

h 3 ** 

Volume =^(d 2 +dd' +d' 2 ) 

n f A 2 .. , . h(d 2 +2dd'+3d' 2 ) 

Center of Gravity above base- 4(d2+dd , +d , 2) 

/*.»i'—, 

J ~ 

WEDGE 

Surface =Sum of surfaces of bounding planes 

Volume=^(l -fm -}-n) 
b 










































CAMBRIA STEEL. 


555 


SURFACES AND VOLUMES OF SOLIDS. 


k-— a 


-->i 




K--C- 





-c --—» 



-D-* 




—r-->j 


SPHERE 

Surface = 7 rd 2 = 47 rr 2 
7rd ^ 4 

Volume =“- =^ 7 rr 3 

O o 

Side of an equal cube = diameter of sphere X 0.806 
Length of an equal cylinder =diameter of sphere 
X 0.6667 

Center of Gravity of Half Sphere 

= %r above spherical center _ 


SPHERICAL SECTOR 

7rr 

Total Surface =—(4h + c) 

2 


Volume =% 7 rr 2 h = %^r 2 


Center of 
above center of spher 


( r _V,-f) 


Gravity _ 3 , / r _^\ 
)f sphere • \ 2 / 


SPHERICAL SEGMENT 

Spherical Surface =27rrh = 7 r(c 2 + 4 h 2 )-r -4 
Total Surface = Spherical Surface+ ( 7 rc 2 -r-4) 
Volume = 7 rh 2 ( 3 r -h) -^-3 = 7 rh( 3 c 2 + 4 h 2 ) -r-24 
Center of gravity above base of segment 
= h(4r — h)- 7 - 4 ( 3 r — h) 


SPHERICAL ZONE 

Convex Surface =27rrh 

Total Surface =2irrhH—(c 2 +c' 2 ) 

4 

Volume ~ (3c 2 +3c' 2 +4h 2 ) 

24 


ELLIPSOID (I. Revolution about transverse 

axis) 

Surfaces 2 ,r[r +R (^)] 

4 

Volume =- 7 rRr 2 
3 

ELLIPSOID (II. Revolution about conju¬ 
gate axis) 


Surface =ir I 2R 2 


[■ 


2.302r 2 


-log 


ai 


Volume =- 7 rR 2 r 
3 


Where e =- 


V R 2 —r 2 


R 


Convex Surface = 


PARABOLOID 

3/ 0 


ttT 

6 h 2 


[ 


(r 2 +4h 2 ) -r* 


] 


Total Surface = Convex Surface-Wr 2 
?rr 2 h h 

Volume =- Center of Gravity =- above base 

2 3 










































556 


CAMBRIA STEEL. 


SURFACES AND VOLUMES OF SOLIDS 



CIRCULAR RING (TORUS) 

D & R=Mean Diameter and Mean Radius, 
respectively, of Ring 

d & r=Mean Diameter and Mean Radius, 
respectively, of Section 
Surface = 7r 2 Dd = 47r?Rr 

Volume = 27r 2 Rr 2 =^Dd 2 
4 



PRISMOID 

End faces are in parallel planes. 

1 

Volume =-(A -f-A' -j-4M), where 
6 

1 = perpendicular distance between ends 
A,A' = areas of ends 

M =area of mid section, parallel to ends 



C 



UNGULAS FROM RIGHT CIRCULAR 
CYLINDER 

(As formed by cutting plane oblique to base) 

I. Base, abc, less than semicircle; 

Convex Surface 

= h(2re —(d Xlength arc abc))-^-(r —d) 
Volume = h(>ie 2 —(dXarea base abc))-i-(r—d) 

II. Base, abc, = semicircle; 

Convex Surface =2rh Volume = %r l h 

III. Base, abc, greater than semicircle (figure); 
Convex Surface 

= h(2re + (d Xlength arc abc))-H(r -fd) 
Volume =h(%e 3 + (d Xarea base abc))n- (r+d) 

IV. Base, abc,=circle, oblique plane touching 
circumference. 

Convex Surface = 7rrh Volume =^-nr 2 h 

V. Base, abc, =circle, oblique plane entirely 
above (figure). 

Convex Surface = 27rr 

XH(h, minimum+H, maximum) 
Volume =7i-r 2 XH (h, minimum 
-(-H, maximum) 



—r 

I 

i 


h 

H d 

• 

r _i_A 

-A 



ANY SOLID OF REVOLUTION 

Let abed represent the generating section about 
axis A-A of solid abef. 

Let g at distance h from A-A be the center of 
gravity of abed. 

Let a 0 be the angular amount of generating 
revolution. 

Then 

Total Surface of solid abef 

= (2?rha-5-360) X perimeter abed 
Volume of solid abef =2irhan-360) Xarea abed 
For complete revolution(27rha-i-360) =27rh 




































CAMBRIA STEEL. 


557 


MINUTES AND SECONDS EXPRESSED AS 
DECIMALS OF A DEGREE 


Minutes 

0 

10 

20 

30 

40 

50 

0 


.16667 

.33333 

.50000 

.66667 

.83333 

1 

.01667 

.18333 

.35000 

.51667 

.68333 

.85000 

2 

.03333 

.20000 

.36667 

.53333 

.70000 

.86667 

3 

.05000 

.21667 

.38333 

.55000 

.71667 

.88333 

4 

.06667 

.23333 

.40000 

.56667 

.73333 

.90000 

5 

.08333 

.25000 

.41667 

.58333 

.75000 

.91667 

6 

.10000 

.26667 

.43333 

.60000 

.76667 

.93333 

7 

.11667 

.28333 

.45000 

.61667 

.78333 

.95000 

8 

.13333 

.30000 

.46667 

.63333 

.80000 

.96667 

9 

.15000 

.31667 

.48333 

.65000 

.81667 

.98333 

Seconds 

0 

10 

20 

30 

40 

50 

0 


.00278 

.00556 

.00833 

.01111 

.01389 

1 

.00028 

.00306 

.00583 

.00861 

.01139 

.01417 

2 

.00056 

.00333 

.00611 

.00889 

.01167 

.01444 

3 

.00083 

.00361 

.00639 

.00917 

.01194 

.01472 

4 

.00111 

.00389 

.00667 

.00944 

.01222 

.01500 

5 

.00139 

.00417 

.00694 

.00972 

.01250 

.01528 

6 

.00167 

.00444 

.00722 

.01000 

.01278 

.01556 

7 

.00194 

.00472 

.00750 

.01028 

.01306 

.01583 

8 

.00222 

.00500 

.00778 

.01056 

.01333 

.01611 

9 

.00250 

.00528 

.00806 

.01083 

.01361 

.01639 


Degree 


.00 

.01 

.02 

.03 

.04 

.05 

.06 

.07 

.08 

.09 


Degree 


.00 

.01 

.02 

.03 

.04 

.05 

.06 

.07 

.08 

.09 


DECIMALS OF A DEGREE EXPRESSED AS 
MINUTES OR SECONDS 


.00 

Min. (Sec.) 

.10 

Min. (Sec.) 

.20 

Min. (Sec.) 

.30 

Min. (Sec.) 

.40 

Min. (Sec.) 


6.0(360) 
6.6(396) 
7.2(432) 
7.8(468) 
8.4 (504) 

9.0(540) 

9.6(576) 

10.2(612) 

10.8(648) 

11.4(684) 

12.0( 720) 

12.6 ( 756) 

13.2 ( 792) 
13.8( 828) 
14.4 ( 864) 

15.0( 900) 

15.6 ( 936) 

16.2 ( 972) 
16.8(1008) 
17.4(1044) 

18.0(1080) 

18.6(1116) 

19.2(1152) 

19.8(1188) 

20.4(1224) 

21.0(1260) 

21.6(1296) 

22.2(1332) 

22.8(1368) 

23.4(1404) 

24.0(1440) 

24.6(1476) 

25.2(1512) 

25.8(1548) 

26.4(1584) 

27.0(1620) 

27.6(1656) 

28.2(1692) 

28.8(1728) 

29.4(1764) 

.6 ( 36) 
1.2 ( 72) 
1.8(108) 
2.4(144) 

3.0(180) 

3.6(216) 

4.2(252) 

4.8(288) 

5.4(324) 

.50 

Min. (Sec.) 

.60 

Min. (Sec.) 

.70 

Min. (Sec.) 

.80 

Min. (Sec.) 

.90 

Min. (Sec.) 

30.0(1800) 

30.6(1836) 

31.2(1872) 

31.8(1908) 

32.4(1944) 

33.0(1980) 
33.6(2016) 
34.2 (2052) 
34.8(2088) 
35.4 (2124) 

36.0(2160) 

36.6(2196) 

37.2 (2232) 
37.8(2268) 

38.4 (2304) 

39.0(2340) 

39.6(2376) 

40.2 (2412) 
40.8(2448) 

41.4 (2484) 

42.0(2520) 
42.6 (2556) 
43.2 (2592) 
43.8(2628) 

44.4 (2664) 

45.0(2700) 

45.6(2736) 

46.2(2772) 

46.8(2808) 

47.4 (2844) 

48.0 (2880) 
48.6(2916) 
49.2 (2952) 
49.8(2988) 

50.4 (3024) 

51.0(3060) 

51.6(3096) 

52.2(3132) 

52.8(3168) 

53.4 (3204) 

54.0(3240) 

54.6(3276) 

55.2(3312) 

55.8(3348) 

56.4 (3384) 

57.0(3420) 

57.6(3456) 

58.2(3492) 

58.8(3528) 

59.4 (3564) 























































558 CAMBRIA STEEL. 


WEIGHTS AND MEASURES. 

AVOIRDUPOIS WEIGHT. 

United States and British. 


Grains. 

Drams. 

Ounces. 

Pounds. 

Hundred¬ 

weight. 

Gross Tons. 

1 . 

.03657 

.002286 

.000143 

.00000128 

.000000064 

27.34375 

1 . 

.0625 

.003906 

.00003488 

.000001744 

437.5 

16. 

1 . 

.0625 

.00055804 

.00002790 

7000. 

256. 

16. 

1 . 

.0089286 

.0004464 

784000. 

28672. 

1792. 

112. 

1 . 

.05 

15680000. 

573440. 

35840. 

2240. 

20. 

1 . 


1 pound avoirdupois = 1.215278 pounds troy. 
1 net ton = 2000 pounds = .892857 gross ton. 


TROY WEIGHT. 
United States and British. 


Grains. 

Pennyweight 

Ounces. 

Pounds. 

1 

.041667 

.0020833 

.0001736 

24 

1 . 

.05 

.0041667 

480 

20. 

1 . 

.0833333 

5760 

240. 

12. 

1 . 


1 pound troy = .822857 pound avoirdupois. 
175 ounces troy = 192 ounces avoirdupois. 


APOTHECARIES’ WEIGHT. 
United States and British. 


Grains. 

Scruples. 

Drains. 

Ounces. 

Pounds. 

1 

.05 

.016667 

.0020833 

.000173611 

20 

1 . 

.333333 

.0416667 

.0034722 

60 

3. 

1 . 

.125 

.0104167 

480 

24. 

8. 

1 . 

.0833333 

5760 

288. 

96. 

12. 

1 . 


The pound, ounce and grain are the same as in troy weight. 
The avoirdupois grain = troy grain = apothecaries’ grain. 





































1- 


CAMBRIA STEEL. 

559 


WEIGHTS AND MEASURES—Continued. 

LINEAR MEASURE. 

United States and British. 


Inches. 

Feet. 

Yards. 

Rods. 

Furlongs. 

Miles. 

1 

.08333 

.02778 

.0050505 

.00012626 

.00001578 

12 

1 . 

.33333 

.0606061 

.00151515 

.00018939 

36 

3. 

1 . 

.1818182 

.00454545 

.00056818 

198 

16.5 

5.5 

1 . 

.025 

.003125 

7920 

660. 

220. 

40. 

1 . 

.125 

63360 

5280. 

1760. 

320. 

8. 

1 . 


ROPE AND CABLE MEASURE. 

1 inch = .111111 span = .013889 fathom = .0001157 cable’s length. 

1 span = 9 inches = .125 fathom = .00104167 cable’s length. 

1 fathom = 6 feet = 8 spans = 72 inches = .008333 cable’s length. 

1 cable’s length = 120 fathoms = 720 feet = 960 spans = 8640 inches. 

NAUTICAL MEASURE. 

1 nautical mile, as adopted by the United States Coast and Geodetic Survey, 
equals the length of one minute of arc of a great circle of a sphere whose surface 
equals that of the earth = 6080.204 feet = 1.1516 statute miles. 

1 league = 3 nautical miles = 18240.613 feet. 

GUNTER’S CHAIN. 

1 link = 7.92 inches = .01 chain = .000125 mile. 

1 chain = 100 links = 66 feet = 4 rods = .0125 mile. 

1 mile = 80 chains = 8000 links. 


SQUARE OR LAND MEASURE. 
United States and British. 


Square 

Inches. 

Square Feet. 

Square Yards. 

Square Rods. 

Acres. 

Square 

Miles. 

1 

1 A A 

.006944 
1 . 
o n 

.0007716 

.111111 

1 . 

30.25 

4840. 

3097600. 







1296 

39204 

6272640 

.03306 

1 . 

160. 

102400. 

.0002066 


y.u 

272.25 

43560. 

27878400. 

,00625 

1 . 

640. 

.00000977 

.0015625 

1 . 


1 square rood = 40 square rods. 

1 acre = 4 square roods. 

1 square acre = 208.71 feet square. 











































560 CAMBRIA STEEL. 


WEIGHTS AND MEASURES—Continued. 

CUBIC OR SOLID MEASURE. 

United States and British. 

1 cubic inch = .0005787 cubic foot = .000021433 cubic yard. 

1 cubic foot = 1728 cubic inches = .03703704 cubic yard. 

1 cubic yard = 27 cubic feet = 46656 cubic inches. 

1 cord of wood = 128 cubic feet = 4 feet by 4 feet by 8 feet. 

1 perch of masonry = 24.75 cubic feet = 16.5 feet by 1.5 feet by 1 foot. It 
is usually taken as 25 cubic feet. 


DRY MEASURE. 
United States only. 


Pints. 

Quarts. 

Gallons. 

Pecks. 

Bushels 

Cubic Inches. 

1 

.50 

.125 

.0625 

.015625 

33.6003125 

2 

1 . 

.25 

.125 

.03125 

67.200625 

8 

4. 

1 . 

.05 

.125 

268.8025 

16 

8. 

2. 

1 . 

.25 

537.605 

64 

32. 

8. 

4. 

1 . 

2150.42 


1 heaped bushel = 1.25 struck bushel, and the cone must be not less than 
6 inches high. 


LIQUID MEASURE. 
United States only. 


Gills. 

Pints. 

Quarts. 

Gallons. 

Barrels. 

Cubio Inches. 

1 

.25 

.125 

.03125 

.000992 

7.21875 

4 

1 . 

.5 

.125 

.003968 

28.875 

8 

2. 

1 . 

.25 

.007937 

57.75 

32 

8. 

4. 

1 . 

.031746 

231. 

1008 

252. 

126. 

31.5 

1 . 

7276.5 


The British imperial gallon = 277.410 cubic inches or 10 pounds avoirdupois 
of pure water at 62° F. and barometer at 30 inches. 

The British imperial gallon = 1.20091 United States gallons. 

1 fluid drachm = 60 minims = .125 fluid ounce = .0078125 pint. 

1 fluid ounce = 480 minims = 8 drachms = .0625 pint. 
































CAMBRIA STEEL. 561 


WEIGHTS AND MEASURES—Concluded. 

METRIC SYSTEM. 


Measures of Length, Capacity and Weight. 


LENGTH. 

Kilometre. 

Hecto¬ 

metre. 

Decametre. 

Metre. 

Decimetre. 

Centimetre. 

Millimetre 


Kilolitre 

Hectolitre 

Decalitre 

Litre 




CAPACITY. 

or 

or 

or 

or 

Decilitre. 

Centilitre. 

Millilitre 


Stere. 

Decistere. 

Centistere. 

Millistere. 




WEIGHT. 

Kilo- 

Hecto- 

Deca- 

Gramme. 

Deci- 

Centi- 

Milli- 


gramme. 

gramme. 

gramme. 


gramme. 

gramme. 

gramme 


1 

10 

100 

1000 

10000 

100000 

1000000 



1 

10 

100 

1000 

10000 

100000 




1 

10 

100 

1000 

10000 





1 

10 

100 

1000 





.1 

1 

10 

100 





.01 

.1 

1 

10 





.001 

.01 

.1 

1 


1 myriametre = 10 kilometres = 10000 metres. 

1 tonne = 1000 kilogrammes = 100 quintals = 10 myriagrammes. 

1 gramme = weight of 1 cubic centimetre of distilled water at its maximum 
density at sea level in latitude of Paris and barometer at 760 millimetres. 

1 litre = 1 cubic decimetre. 


METRIC SYSTEM. 
Square or Surface Measure. 


Square 

Kilometre. 

Square 
Hectometre 
or Hectare. 

Square 
Decametre 
or Are. 

Square 
Metre or 
Centiare. 

Square 

Decimetre. 

Square 

Centimetre. 

Square 

Millimetre. 

1 

100 

10000 

1000000 





1 

100 

10000 

1000000 




.01 

1 

100 

10000 

1000000 



.0001 

.01 

1 

100 

10000 

1000000 


.000001 

.0001 

.01 

1 

100 

10000 



.000001 

.0001 

.01 

1 

100 

• 



.000001 

.0001 

.01 

1 


1 square myriametre = 100 square kilometres = 100 000 000 square metres. 


METRIC SYSTEM. 
Cubic Measure. 


Cubic Decametre. 

Cubic Metre. 

Cubic Decimetre. 

Cubic Centimetre. 

Cubic Millimetre. 

1 

1000 

1000000 

1000000000 " 


.001 

1 

1000 

1000000 

1000000000 

.000001 

.001 

1 

1000 

1000000 

.000000001 

.000001 

.001 

1 

1000 


.000000001 

.000001 

.001 

1 


1 cubic metre = 1 kilolitre = 1 stere. 




































































562 


CAMBRIA 

STEEL. ’ 




TABLES 

FOR CONVERTING UNITED STATES 



WEIGHTS AND 

MEASURES. 




CUSTOMARY TO METRIC. 





Weights. 






See Page 590 




Grains 

Troy Ounces 

Avoirdupois 

Avoirdupois 

Net Tons 

Gross Tons 

No. 

to 

to 

Ounces 

Pounds to 

of 2000 Pounds 

of 2240 Pounds 

% 


Milligrammes. 

Grammes. 

to Grammes. 

Kilogrammes. 

to Tonnes. 

to Tonnes. 





Page582 



1 

64.79892 

31.10348 

28.34953 

.45359 

.90718 

1.01605 

2 

129.59784 

62.20696 

56.69905 

.90718 

1.81437 

2.03209 

3 

194.39675 

93.31044 

85.04858 

1.36078 

-2.72155 

3.04814 

4 

259.19567 

124.41392 

113.39811 

1.81437 

3.62874 

4.06419 

5 

323.99459 

155.51740 

141.74763 

2.26796 

4.53592 

5.08024 

6 

388.79351 

186.62088 

170.09716 

2.72155 

5.44311 

6.09628 

7 

453.59243 

217.72437 

198.44669 

3.17515 

6.35029 

7.11233 

8 

518.39135 

248.82785 

226.79621 

3.62874 

7.25748 

8.12838 

9 

583.19026 

279.93133 

255.14574 

4.08233 

8.16466 

9.14442 


1 Avoirdupois Pound = 453.5924277 Grammes. 




Linear Measure. 




64ths of an 

Inches 

Feet 

Yards 

Statute Miles 

Nautical Miles 

No. 

Inch to 

to 

to 

to 

to 

to 


Millimetres. 

Centimetres. 

Metres. 

Metres. 

Kilometres. 

Kilometres. 


Page 450 

Page 568 

Page 574 




1 

.39688 

2.54001 

.304801 

.914402 

1.60935 

1.85325 

2 

.79375 

5.08001 

.609601 

1.828804 

3.21869 

3.70650 

3 

1.19063 

7.62002 

.914402 

2.743205 

4.82804 

5.55975 

4 

1.58750 

10.16002 

1.219202 

3.657607 

6.43739 

7.41300 

5 

1.98438 

12.70003 

1.524003 

4.572009 

8.04674 

9.26625 

6 

2.38125 

15.24003 

1.828804 

5.486411 

9.65608 

11.11950 

7 

2.77813 

17.78004 

2.133604 

6.400813 

11.26543 

12.97275 

8 

3.17501 

20.32004 

2.438405 

7.315215 

12.87478 

14.82600 

9 

3.57188 

22.86005 

2.743205 

8.229616 

14.48412 

16.67925 


1 

Nautical Mile = 

1853.25 

Metres. 



1 

Gunter’s 

Chain = 

20.1168 Metres. 



1 

Fathom 

= 

1.829 

Metres. 






































CAMBRIA 

STEEL. 


563 


TABLES 

FOR CONVERTING UNITED STATES 



WEIGHTS AND 

MEASURES. 




METRIC TO CUSTOMARY. 





Weights. 






See Page 590 




Milligrammes 

Grammes 

Grammes 

Kilogrammes 

Tonnes 

Tonnes 

No. 

to 

to 

to Avoirdupois 

to Avoirdupois 

to Net Tons of 

to Gross Tons of 


Grains. 

Troy Ounces. 

Ounces. 

Pounds. 

2000 Pounds. 

2240 Pounds. 





Page 586 



1 

.01543 

.03215 

.03527 

2.20462 

1.10231 

.98421 

2 

.03086 

.06430 

.07055 

4.40924 

2.20462 

1.96841 

3 

.04630 

.09645 

.10582 

6.61387 

3.30693 

2.95262 

4 

.06173 

.12860 

.14110 

8.81849 

4.40924 

3.93682 

5 

.07716 

.16075 

.17637 

11.02311 

5.51156 

4.92103 

6 

.09259 

.19290 

.21164 

13.22773 

6.61387 

5.90524 

7 

.10803 

.22506 

.24692 

15.43236 

7.71618 

6.88944 

8 

.12346 

.25721 

.28219 

17.63698 

8.81849 

7.87365 

9 

.13889 

.28936 

.31747 

19.84160 

9.92080 

8.85785 


1 Kilogramme = 15432.35639 Grains. 





Linear Measure. 




Millimetres 

Centimetres 

Metres 

Metres 

Kilometres 

Kilometres 

No. 

to 64ths of an 

to 

to 

to 

to 

to 


Inch. 

Inches. 

Feet. 

Yards. 

Statute Miles. 

Nautical Miles. 



Page 570 

Page 578 




1 

2.51968 

.39370 

3.280833 

1.093611 

.62137 

.53959 

2 

5.03936 

.78740 

6.561667 

2.187222 

1.24274 

1.07919 

3 

7.55904 

1.18110 

9.842500 

3.280833 

1.86411 

1.61878 

4 

10.07872 

1.57480 

13.123333 

4.374444 

2.48548 

2.15837 

5 

12.59840 

1.96850 

16.404167 

5.468056 

3.10685 

2.69796 

6 

15.11808 

2.36220 

19.685000 

6.561667 

3.72822 

3.23756 

7 

17.63776 

2.75590 

22.965833 

7.655278 

4.34959 

3.77715 

8 

20.15744 

3.14960 

26.246667 

8.748889 

4.97096 

4.31674 

9 

22.67712 

3.54330 

29.527500 

9.842500 

5.59233 

4.85633 

































564 CAMBRIA STEEL. 


TABLES FOR CONVERTING UNITED STATES 
WEIGHTS AND MEASURES. 

CUSTOMARY TO METRIC. 


Square Measure. 


Ho. 

Square Inches 

to Square 

Centimetres. 

Square Feet 

to 

Square Metres. 

Square Yards 

to 

Square Metres. 

Acres 

to 

Hectares. 

Square Miles 

to Square 

Kilometres. 

1 

6.45163 

.09290 

.83613 

*40470 

2.59000 

2 

12.90325 

.18581 

1.67226 

.80939 

5.18000 

3 

19.35488 

.27871 

2.50839 

1.21409 

7.77000 

4 

25.80650 

.37161 

3.34452 

1.61879 

10.35999 

5 

32.25813 

.46452 

4.18065 

2.02349 

12.94999 

6 

38.70975 

.55742 

5.01679 

2.42818 

15.53999 

7 

45.16138 

.65032 

5.85292 

2.83288 

18.12999 

8 

51.61300 

.74323 

6.68905 

3.23758 

20.71999 

9 

58.06463 

.83613 

7.52518 

3.64228 

23.30999 


1 Square Statute Mile = 259.00 Hectares. 


Cubic Measure 


No. 

Cubic Inches 

to 

Cubic Centimetres. 

Cubic Inches 

to 

Cubic Decimetres. 

Cubic Feet 

to 

Cubic Metres. 

Cubic Yards 

to 

Cubio Metres. 

1 

16.38716 

.01639 

.02832 

.76456 

2 

32.77432 

.03277 

.05663 

1.52912 

3 

49.16148 

.04916 

.08495 

2.29368 

4 

65.54864 

.06555 

.11327 

3.05824 

5 

81.93580 

.08194 

.14159 

3.82280 

6 

98.32296 

.09832 

.16990 

4.58736 

7 

114.71013 

.11471 

.19822 

5.35192 

8 

131.09729 

.13110 

.22654 

6.11648 

9 

147.48445 

.14748 

.25485 

6.88104 





























CAMBRIA STEEL. 565 


TABLES FOR CONVERTING UNITED STATES 
WEIGHTS AND MEASURES. 

METRIC TO CUSTOMARY. 


Square Measure. 


No. 

Square Centi¬ 
metres to 

Square Inches. 

Square Metres 

to 

Square Feet. 

Square Metres 

to 

Square Yards. 

Hectares 

to 

Acres. 

Square Kilo¬ 
metres to 

Square Miles. 

1 

.15500 

10.76387 

1.19599 

2.47104 

.38610 

2 

.31000 

21.52773 

2.39197 

4.94209 

.77220 

3 

.46500 

32.29160 

3.58796 

7.41313 

1.15830 

4 

.62000 

43.05547 

4.78394 

9.88418 

1.54440 

5 

.77500 

53.81934 

5.97993 

12.35522 

1.93050 

6 

.93000 

64.58320 

7.17591 

14.82626 

2.31660 

7 

1.08500 

75.34707 

8.37190 

17.29731 

2.70270 

8 

1.24000 

86.11094 

9.56788 

19.76835 

3.08880 

9 

1.39500 

96.87481 

10.76387 

22.23940 

3.47490 


1 Hectare = .003861 Square Statute Mile. 


Cubic Measure 


No. 

Cubic Centimetres 

to 

Cubic Inches. 

Cubio Decimetres 

to 

Cubic Inches. 

Cubic Metres 

to 

Cubic Feet. 

Cubio Metres 

to 

Cubio Yards. 


1 

.06102 

61.02338 

35.31445 

1.30794 


2 

.12205 

122.04676 

70.62891 

2.61589 

j 

3 

.18307 

183.07013 

105.94336 

3.92383 

.-J 

4 

.24409 

244.09351 

141.25782' 

5.23177 

.JH 

5 

.30512 

305.11689 

176.57227 

6.53971 


6 

.36614 

366.14027 

211.88673 

7.84766 


7 

.42716 

427.16365 

247.20118 

9.15560 


8 

.48819 

488.18702 

282.51564 

10.46354 


9 

.54921 

549.21040 

317.83009 

11.77149 































566 CAMBRIA STEEL. 



TABLES 

FOR CONVERTING UNITED STATES 



WEIGHTS AND 

MEASURES. 




CUSTOMARY TO METRIC. 




Capacity Measures. 





* 



Fluid Drachms 

Fluid Ounces 


Liquid Quarts 

Gallons 

Gallons 

Bushels 








to Millilitres 

to Millilitres 

No. 

to 

to 

to 

to 








or Cubic 

or Cubic 


Litres. 

Litres. 

Cubic Metres. 

Hectolitres. 








Centimetres. 

Centimetres. 

1 

.94636 

3.78543 

.00379 

.35239 

’3.69671 

29.57370 

2 

1.89272 

7.57087 

.00757 

.70479 

7.39343 

59.14741 

3 

2.83908 

11.35630 

.01136 

1.05718 

11.09014 

88.72111 

4 

3.78543 

15.14174 

.01514 

1.40957 

14.78685 

118.29482 

5 

4.73179 

18.92717 

.01893 

1.76196 

18.48357 

147.86852 

6 

5.67815 

22.71260 

.02271 

2.11436 

22.18028 

177.44222 

7 

6.62451 

26.49804 

.02650 

2,46675 

25.87699 

207.01593 

8 

7.57087 

30.28347 

.03028 

2.81914 

29.57370 

236.58963 

9 

8.51723 

34.06891 

.03407 

3.17154 

33.27042 

266.16334 




Miscellaneous. 

- 



Pounds per 

Pounds per 

Pounds per 

Pounds per 








Foot-Pounds 

United States 


Lineal Foot to 

Square Inch to 

Square Foot to 

Cubic Foot to 








to 

Horsepower 

No. 

Kilogrammes 

Kilogrammes 

Kilogrammes 

Kilogrammes 








Kilogramme- 

to Metric 


per Lineal 

per Square 

per Square 

per Cubic 








Metres 

Horsepower. 


Metre. 

Centimetre. 

Metre. 

Metre. 



1 

1.48816 

.07031 

4.88241 

16.01837 

.13826 

1.01387 

2 

2.97632 

.14061 

9.76482 

32.03674 

.27651 

2.02775 

3 

4.46448 

.21092 

14.64723 

48.05510 

.41477 

3.04162 

4 

5.95264 

.28123 

19.52963 

64.07348 

.55302 

4.05549 

5 

7.44081 

.35153 

24.41204- 

80.09185 

.69128 

5.06937 

6 

8.92897 

.42184 

29.29445 

96.11021 

.82953 

6.08324 

7 

10.41713 

.49215 

34.17686 

112.12858 

.96779 

7.09711 

8 

11.90529 

.56245 

39.05927 

128.14695 

1.10604 

8.11098 

9 

13.39345 

.63276 

43.94168 

144.16532 

1.24430 

9.12486 














































CAMBRIA 

STEEL. 


567 


TABLES FOR CONVERTING UNITED STATES 



WEIGHTS AND 

MEASURES. 




METRIC TO CUSTOMARY. 




Capacity Measures. 








Millilitres or 

Millilitres or 


Litres 

Litres 

Cubic Metres 

Hectolitres 








Cubic Centi- 

Cubic Centi- 

No. 

to 

to 

to 

to 








metres to 

metres to 


Fluid Quarts. 

Gallons. 

Gallons. 

Bushels. 








Fluid Drachms. 

Fluid Ounces. 

1 

1.05668 

.26417 

264.17047 

2.83774 

.27051 

.03381 

2 

2.11336 

.52834 

528.34093 

5.67548 

.54102 

.06763 

3 

3.17005 

.79251 

792.51140 

8.51323 

.81153 

.10144 

4 

4.22673 

1.05668 

1056.68187 

11.35097 

1.08204 

.13526 

5 

5.28341 

1.32085 

1320.85234 

14.18871 

1.35255 

.16907 

6 

6.34009 

1.58502 

1585.02280 

17.02645 

1.62306 

.20288 

7 

7.39677 

1.84919 

1849.19327 

19.86420 

1.89357 

.23670 

8 

8.45345 

2.11336 

2113.36374 

22.70194 

2.16408 

.27051 

9 

9.51014 

2.37753 

2377.53420 

25.53968 

2.43460 

.30432 

Miscellaneous. 


Kilogrammes 

Kilogrammes 

Kilogrammes 

Kilogrammes 








Kilogramme- 

Metric 


per Lineal 

per Square 

per Square 

per Cubic 








Metres 

Horsepower to 

No. 

Metre to 

Centimetre to 

Metre to 

Metre to 








to 

United States 


Pounds per 

Pounds per 

Pounds per 

Pounds per 








Foot-Pounds. 

Horsepower. 


Lineal Foot. 

Square Inch. 

Square Foot. 

Cubic Foot. 



1 

.67197 

14.22340 

.20482 

.06243 

7.23300 

.98632 

2 

1.34393 

28.44680 

.40963 

.12486 

14.46600 

1.97264 

3 

2.01590 

42.67020 

.61445 

.18728 

21.69899 

2.95895 

4 

2.68787 

56.89359 

.81927 

.24971 

28.93199 

3.94527 * 

5 

3.35984 

71.11699 

1.02408 

.31214 

36.16499 

4.93159 

6 

4.03180 

85.34039 

1.22890 

.37457 

43.39799 

5.91791 

7 

4.70377 

99.56379 

1.43372 

.43700 

50.63098 

6.90423 

8 

5.37574 

113.78719 

1.63854 

.49943 

57.86398 

7.89054 

9 

6.04770 

128.01059 

1.84335 

.56185 

65.09698 

8.87686 




































568 CAMBRIA STEEL. 


EQUIVALENTS OF INCHES IN MILLIMETRES. 

FRACTIONS OF AN INCH ADVANCING BY 32nds. 

Page 450 shows values for each ^ to 1 inch. 

Conversion Factor: 1 inch = 25.40005 millimetres. 


Inches 

0" 

1" 

2" 

3" 

4" 

5" 



0 


25.400 

50.800 

76.200 

101.600 

127.000 

i 

32 


.794 

26.194 

51.594 

76.994 

102.394 

127.794 


i 

16 

, , 

1.588 

26.988 

52.388 

77.788 

103.188 

128.588 

3 

32 



2.381 

27.781 

53.181 

78.581 

103.981 

129.382 




3.175 

28.575 

53.975 

79.375 

104.775 

130.175 

5 

32 

. . 

. . 

3.969 

29.369 

54.769 

80.169 

105.569 

130.969 


3 

16 

• • 

4.763 

30.163 

55.563 

80.963 

106.363 

131.763 

7 

32 



5.556 

30.956 

56.356 

81.756 

107.156 

132.557 



X 

6.350 

31.750 

57.150 

82.550 

107.950 

133.350 

9 

32 

* « 

. . 

7.144 

32.544 

57.944 

83.344 

108.744 

134.144 

• . 

5 

16 

. . 

7.938 

33.338 

58.738 

84.138 

109.538 

134.938 

11 
32 



8.731 

34.131 

59.531 

84.931 

110.331 

135.732 

# # 

# # 


9.525 

34.925 

60.325 

85.725 

111.125 

136.525 

13 

32 

. . 

. . 

10.319 

35.719 

61.119 

86.519 

111.919 

137.319 

• « 

7 

16 

. . 

11.113 

36.513 

61.913 

87.313 

112.713 

138.113 

15 

32 



11.906 

37.306 

62.706 

88.106 

113.506 

138.907 

1 7 
32 

. , 

X 

12.700 

38.100 

63.500 

88.900 

114.300 

139.700 

. . 

. . 

13.494 

38.894 

64.294 

89.694 

115.094 

140.494 

19 

32 

9 

16 

• . 

14.288 

39.688 

65.088 

90.488 

115.888 

141.288 



15.081 

40.481 

65.881 

91.281 

116.681 

142.082 

21 

32 

, , 

X - 

15.875 

41.275 

66.675 

92.075 

117.475 

142.875 

ii 

16 

. . 

16.669 

42.069 

67.469 

92.869 

118.269 

143.669 

23 

T2 

• • 

17.463 

42.863 

68.263 

93.663 

119.063 

144.463 



18.256 

43.656 

69.056 

94.456 

119.856 

145.257 

25 

32 

a . 

X 

19.050 

44.450 

69.850 

95.250 

120.650 

146.050 

1 3 

16 

• • 

19.844 

45.244 

70.644 

96.044 

121.444 

146.844 

2 7 
32 

. • 

20.638 

46.038 

71.438 

96.838 

122.238 

147.638 



21.431 

46.831 

72.231 

97.631 

123.031 

148.432 

29 

32 

• , 

X 

22.225 

47.625 

73.025 

98.425 

123.825 

149.225 

1 5 

16 

. . 

23.019 

48.419 

73.819 

99.219 

124.619 

150.019 

• • 

• • 

23.813 

49.213 

74.613 

100.013 

125.413 

150.813 

3 1 
32 

• ' 

• • 

24.606 

50.006 

75.406 

100.806 

126.206 

151.607 


12 Inches = 304.8006 Millimetres. 






















CAMBRIA STEEL. 


569 


EQUIVALENTS OF INCHES IN MILLIMETRES. 

(Continued) 


Inches 

6" 

ryrr 

8" 

9" 

10" 

11" 



0 

152.400 

177.800 

203.200 

228.601 

254.001 

279.401 

l 

32 

, , 

. # 

153.194 

178.594 

203.994 

229.394 

254.794 

280.194 


1 

16 

. , 

153.988 

179.388 

204.788 

230.188 

255.588 

280.988 

3 

32 



154.782 

180.182 

205.582 

230.982 

256.382 

281.782 



yi 

155.575 

180.975 

206.375 

231.775 

257.176 

282.576 

5 

32 

. . 

. . 

156.369 

181.769 

207.169 

232.569 

257.969 

283.369 

3 

16 

. # 

157.163 

182.563 

207.963 

233.363 

258.763 

284.163 

7 

32 



157.957 

183.357 

208.757 

234.157 

259.557 

284.957 




158.750 

184.150 

209.550 

234.950 

260.351 

285.751 

9 

32 


. . 

159.544 

184.944 

210.344 

235.744 

261.144 

286.544 

5 

16 

# . 

160.338 

185.738 

211.138 

236.538 

261.938 

287.338 

11 

32 


161.132 

186.532 

211.932 

237.332 

262.732 

288.132 



H 

161.925 

187.325 

212.725 

238.125 

263.526 

288.926 

1 3 

3 2 


162.719 

188.119 

213.519 

238.919 

264.319 

289.719 


7 

16 


163.513 

188.913 

214.313 

239.713 

265.113 

290.513 

15 

32 


164.307 

189.707 

215.107 

240.507 

265.907 

291.307 



X 

165.100 

190.500 

215.900 

241.300 

266.701 

292.101 

1 7 
32 



165.894 

191.294 

216.694 

242.094 

267.494 

292.894 

9 

16 


166.688 

192.088 

217.488 

242.888 

268.288 

293.688 

19 

32 


167.482 

192.882 

218.282 

243.682 

269.082 

294.482 




168.275 

193.675 

219.075 

244.475 

269.876 

295.276 

21 

32 



169.069 

194.469 

219.869 

245.269 

270.669 

296.069 

1 1 

16 


169.863 

195.263 

220.663 

246.063 

271.463 

296.863 

23 

32 



170.657 

196.057 

221.457 

246.857 

272.257 

297.657 



X 

171.450 

196.850 

222.250 

247.650 

273.051 

298.451 

25 

32 


172.244 

197.644 

223.044 

248.444 

273.844 

299.244 

1 3 

16 


173.038 

198.438 

223.838 

249.238 

274.638 

300.038 

27 

32 

. . 

173.832 

199.232 

224.632 

250.032 

275.432 

300.832 



h 

174.625 

200.025 

225.425 

250.825 

276.226 

301.626 

29 

32 


175.419 

200.819 

226.219 

251.619 

277.019 

302.419 

15 

16 


176.213 

201.613 

227.013 

252.413 

277.813 

303.213 

31 

32 


177.007 

202.407 

227.807 

253.207 

278.607 

304.007 


12 Inches = 304.8006 Millimetres. 
























570 


CAMBRIA STEEL. 


EQUIVALENTS OF MILLIMETRES IN INCHES. 


Conversion Factor: 1 millimetre = .03937 inch. 


Millimetres 

0 

100 

200 

300 

400 

0 

.000 

3.937 

7.874 

11.811 

15.748 

1 

.039 

3.976 

7.913 

11.850 

15.788 

2 

.079 

4.016 

7.953 

11.890 

15.827 

3 

.118 

4.055 

7.992 

11.929 

15.866 

4 

.157 

4.095 

8.032 

11.969 

15.906 

5 

.197 

4.134 

8.071 

12.008 

15.945 

6 

.236 

4.173 

8.110 

12.047 

15.984 

7 

.276 

4.213 

8.150 

12.087 

16.024 

8 

.315 

4.252 

8.189 

12.126 

16.063 

9 

.354 

4.291 

8.228 

12.165 

16.103 

10 

.394 

4.331 

8.268 

12.205 

16.142 

11 

.433 

4.370 

8.307 

12-244 

16.181 

12 

.472 

4.409 

8-347 

12.284 

16.221 

13 

.512 

4.449 

8.386 

12.323 

16.260 

14 

.551 

4.488 

8.425 

12.362 

16.299 

15 

.591 

4.528 

8.465 

12.402 

16.339 

16 

.630 

4.567 

8.504 

12.441 

16.378 

17 

.669 

4.606 

8.543 

12.480 

16.417 

18 

.709 

4.646 

8.583 

12.520 

16.457 ‘ 

19 

.748 

4.685 

8.622 

12.559 

16.496 

20 

.787 

4.724 

8.661 

12.599 

16.536 

21 

.827 

4.764 

8.701 

12.638 

16.575 

22 

.866 

4.803 

8.740 

12.677 

16.614 

23 

.906 

4.843 

8.780 

12.717 

16.654 

24 

.945 

4.882 

8.819 

12.756 

16.693 

25 

.984 

4.921 

8.858 

12.795 

16.732 

26 

1.024 

4.961 

8.898 

12.835 

16.772 

27 

1.063 

5.000 

8.937 

12.874 

16.811 

28 

1.102 

5.039 

8.976 

12.913 

16.851 

29 

1.142 

5.079 

9.016 

12.953 

16.890 

30 

1.181 

5.118 

9.055 

12.992 

16.929 

31 

1.220 

5.158 

9.095 

13.032 

16.969 

32 

1.260 

5.197 

9.134 

13.071 

17.008 

33 

1.299 

5.236 

9.173 

13.110 

17.047 

34 

1.339 

5.276 

9.213 

13.150 

17.087 

35 

1.378 

5.315 

9.252 

13.189 

17.126 

36 

1.417 

5.354 

9.291 

13.228 

17.166 

37 

1.457 

5.394 

9.331 

13.268 

17.205 

38 

1.496 

5.433 

9.370 

13.307 

17.244 

39 

1.535 

5.472 

9.410 

13.347 

17.284 

40 

1.575 

5.512 

9.449 

13.386 

17.323 

41 

1.614 

5.551 

9.488 

13.425 

17.362 

42 

1.654 

5.591 

9.528 

13.465 

17.402 

43 

1.693 

5.630 

9.567 

13.504 

17.441 

44 

1.732 

5.669 

9.606 

13.543 

17.480 

45 

1.772 

5.709 

9.646 

13.583 

17.520 

46 

1.811 

5.748 

9.685 

13.622 

17.559 

47 

1.850 

5.787 

9.724 

13.662 

17.599 

48 

1.890 

5.827 

9.764 

13.701 

17.638 

49 

1.929 

5.866 

9.803 

13.740 

17.677 



















— 

CAMBRIA STEEL. 571 


EQUIVALENTS OF MILLIMETRES IN INCHES. 


(Continued) 


Millimetres 

0 

100 

200 

300 

400 

50 

1.969 

5.906 

9.843 

13.780 

17.717 

51 

2.008 

5.945 

9.882 

13.819 

17.756 

52 

2.047 

5.984 

9.921 

13.858 

17.795 

53 

2.087 

6.024 

9.961 

13.898 

17.835 

54 

2.126 

6.063 

10.000 

13.937 

17.874 

55 

2.165 

6.102 

10.039 

13.977 

17.914 

56 

2.205 

6.142 

10.079 

14.016 

17.953 

57 

2.244 

6.181 

10.118 

14.055 

17.992 

58 

2.283 

6.221 

10.158 

14.095 

18.032 

59 

2.323 

6.260 

10.197 

14.134 

18.071 

60 

2.362 

6.299 

10.236 

14.173 

' 18.110 

61 

2.402 

6.339 

10.276 

14.213 

18.150 

62 

2.441 

6.378 

10.315 

14.252 

18.189 

63 

2.480 

6.417 

10.354 

14.291 

18.229 

64 

2.520 

6.457 

10.394 

14.331 

18.268 

65 

2.559 

6.496 

10.433 

14.370 

18.307 

66 

2.598 

6.535 

10.473 

14.410 

18.347 

67 

2.638 

6.575 

10.512 

14.449 

18.386 

68 

2.677 

6.614 

10.551 

14.488 

18.425 

69 

2.717 

6.654 

10.591 

14.528 

18.465 

70 

2.756 

6.693 

10.630 

14.567 

18.504 

71 

2.795 

6.732 

10.669 

14.606 

18.543 

72 

2.835 

6.772 

10.709 

14.646 

18.583 

73 

2.874 

6.811 

10.748 

14.685 

18.622 

74 

2.913 

6.850 

10.787 

14.725 

18.662 

75 

2.953 

6.890 

10.827 

14.764 

18.701 

76 

2.992 

6.929 

10-866 

14.803 

18.740 

77 

3.032 

6.969 

10.906 

14.843 

18.780 

78 

3.071 

7.008 

10.945 

14.882 

18.819 

79 

3.110 

7.047 

10.984 

14.921 

18.858 

80 

3.150 

7.087 

11.024 

14.961 

18.898 

81 

3.189 

7.126 

11.063 

15.000 

18.937 

82 

3.228 

7.165 

11.102 

15.040 

18.977 

83 

3.268 

7.205 

11.142 

15.079 

19.016 

84 

3.307 

7.244 

11.181 

15.118 

19.055 

85 

3.346 

7.284 

11.221 

15.158 

19.095 

86 

3.386 

7.323 

11.260 

15.197 

19.134 

87 

3.425 

7.362 

11.299 

15.236 

19.173 

88 

3.465 

7.402 

11.339 

15.276 

19.213 

89 

3.504 

7.441 

11.378 

15.315 

19.252 

90 

3.543 

7.480 

11.417 

15.354 

19.292 

91 

3.583 

7.520 

11.457 

15.394 

19.331 

92 

3.622 

7.559 

11.496 

15.433 

19.370 

93 

3.661 

7.598 

11.536 

15.473 

19.410 

94 

3.701 

7.638 

11.575 

15.512 

19.449 

95 

3.740 

7.677 

11.614 

15.551 

19.488 

96 

3.780 

7.717 

11.654 

15.591 

19.528 

97 

3.819 

7.756 

11.693 

15.630 

19.567 

98 

3.858 

7.795 

11.732 

15.669 

19.606 

99 

3.898 

7.835 

11.772 

15.709 

19.646 
























CAMBRIA STEEL. 


EQUIVALENTS OF MILLIMETRES IN INCHES. 

(Continued) 


572 


Millimetres 


0 

1 

2 

3 

4 

5 

6 

7 

8 
9 

10 

11 

12 

13 

14 

15 

16 

17 

18 

19 

20 
21 
22 

23 

24 

25 

26 

27 

28 

29 

30 

31 

32 

33 

34 

35 

36 

37 

38 

39 

40 

41 

42 

43 

44 

45 

46 

47 

48 

49 


500 


19.685 

19.725 

19.764 

19.803 

19.843 

19.882 
19.921 
19.961 
20.000 
20.040 

20.079 

20.118 

20.158 

20.197 

20.236 

20.276 

20.315 

20.355 

20.394 

20.433 

20.473 

20.512 

20.551 

20.591 

20.630 

20.669 

20.709 

20.748 

20.788 

20.827 

20.866 

20.906 

20.945 

20.984 

21.024 

21.063 

21.103 

21.142 

21.181 

21.221 

21.260 

21.299 

21.339 

21.378 

21.418 

21.457 

21.496 

21.536 

21.575 

21.614 


600 


23.622 

23.662 

23.701 

23.740 

23.780 

23.819 

23.858 

23.898 

23.937 

23.977 

24.016 
24.055 
24.095 
24.134 
24.173 

24.213 

24.252 

24.292 

24.331 

24.370 

24.410 

24.449 

24.488 

24.528 

24.567 

24.607 

24.646 

24.685 

24.725 

24.764 

24.803 

24.843 

24.882 

24.921 

24.961 

25.000 
25 .040 
25 .079 
25.118 
25.158 

25.197 

25.236 

25.276 

25.315 

25.355 

25.394 

25.433 
25 .473 

25.512 

25.551 


700 


27.559 

27.599 

27.638 

27.677 

27.717 

27.756 

27.796 

27.835 

27.874 

27.914 

27.953 

27.992 

28.032 

28.071 

28.110 

28.150 

28.189 

28.229 

28.268 

28.307 

28.347 

28.386 

28.425 

28.465 

28.504 

28.544 
28.583 
28.622 
28.662 
28.701 

28.740 

28.780 

28.819 

28.859 

28.898 

28.937 

28.977 

29.016 

29.055 

29.095 

29.134 
29.173 
29.213 
29.252 
29.292 

29.331 
29.370 
29.410 
29.449 
29.488 


800 


31.496 

31.536 

31.575 

31.614 

31.654 

31.693 

31.733 

31.772 

31.811 

31.851 

31.890 
31.929 
31.969 
32.008 
32.048 

32.087 

32.126 

32.166 

32.205 

32.244 

32.284 
32.323 
32.362 
32.402 
32.441 

32.481 

32.520 

32.559 

32.599 

32.638 

32.677 

32.717 

32.756 

32.796 

32.835 

32.874 

32.914 

32.953 

32.992 

33.032 

33.071 

33.111 

33.150 

33.189 

33.229 

33.268 

33.307 

33.347 

33.386 

33.425 


900 


35.433 
35 .473 

35.512 

35.552 
35.591 

35.630 

35.670 

35.709 

35.748 

35.788 

35.827 

35.866 

35.906 

35.945 

35.985 

36.024 

36.063 

36.103 

36.142 

36.181 

36.221 

36.260 

36.300 

36.339 

36.378 

36.418 

36.457 

36.496 

36.536 

36.575 

36.615 

36.654 

36.693 

36.733 

36.772 

36.811 

36.851 

36.890 

36.929 

36.969 

37.008 

37.048 

37.087 

37.126 

37.166 

37.205 

37.244 

37.284 

37.323 

37.363 

















CAMBRIA STEEL. 


573 


EQUIVALENTS OF MILLIMETRES IN INCHES. 


Millimetres 

500 

50 

21.654 

51 

21.693 

52 

21.732 

53 

21.772 

54 

21.811 

55 

21.851 

56 

21.890 

57 

21.929 

58 

21.969 

59 

22.008 

60 

22.047 

61 

22.087 

62 

22.126 

63 

22.166 

64 

22.205 

65 

22.244 

66 

22.284 

67 

22.323 

68 

22.362 

69 

22.402 

70 

22.441 

71 

22.481 

72 

22.520 

73 

22.559 

74 

22.599 

75 

22.638 

76 

22.677 

77 

22.717 

78 

22.756 

79 

22.795 

80 

22.835 

81 

22.874 

82 

22.914 

83 

22.953 

84 

22.992 

85 

23.032 

86 

23.071 

87 

23.110 

88 

23.150 

89 

23.189 

90 

23.229 

91 

23.268 

92 

23.307 

93 

23.347 

94 . 

23.385 

95 

23.424 

96 

23.464 

97 

23.503 

98 

23.543 

99 

23.582 


(Continued) 


600 

700 

25.591 

29.528 

25.630 

29.567 

25 .670 

29 .607 

25 .709 

29.646 

25.748 

29.685 

25.788 

29.725 

25.827 

29.764 

25.866 

29.803 

25.906 

29.843 

25.945 

29.882 

25.984 

29.922 

26.024 

29.961 

26.063 

30.000 

26.103 

30.040 

26.142 

30.079 

26.181 

30.118 

26.221 

30.158 

26.260 

30.197 

26.299 

30.236 

26.339 

30.276 

26.378 

30.315 

26.418 

30.355 

26.457 

30.394 

26.496 

30.433 

26.536 

30.473 

26.575 

30.512 

26.614 

30.551 

26.654 

30.591 

26.693 

30.630 

26.733 

30.670 

26.772 

30.709 

26.811 

30.748 

26.851 

30.788 

26.890 

30.827 

28.929 

30.866 

26.969 

30.906 

27.008 

30.945 

27.047 

30.985 

27.087 

31.024 

27.126 

31.063 

27.166 

31.103 

27.205 

31.142 

27.244 

31.181 

27.284 

31.221 

27.323 

31.260 

27.362 

31.299 

27.402 

31.339 

27.441 

31.378 

27.481 

31.418 

27.520 

31.457 


800 

900 

33.465 

37.402 

33.504 

37.441 

33.544 

37.481 

33.583 

37.520 

33.622 

37.559 

33.662 

37.599 

33.701 

37.638 

33.740 

37.677 

33.780 

37.717 

33.819 

37.756 

33.859 

37.796 

33.898 

37.835 

33.937 

37.874 

33.977 

37.914 

34.016 

37.953 

34.055 

37.992 

34.095 

38.032 

34.134 

38.071 

34.174 

38.111 

34.213 

38.150 

34.252 

38.189 

34.292 

38.229 

34.331 

38.268 

34.370 

38.307 

34.410 

38.347 

34.449 

38.386 

34.488 

38.426 

34.528 

38.465 

34.567 

38.504 

34.607 

38.544 

34.646 

38.583 

34.685 

38.622 

34.725 

38.662 

34.764 

38.701 

34.803 

38.741 

34.843 

38.780 

34.882 

38.819 

34.922 

38.859 

34.961 

38.898 

35.000 

38.937 

35.040 

38.977 

35.079 

39.016 

35.118 

39.055 

35.158 

39.095 

35.197 

39.134 

35.237 

39.174 

35.276 

39.213 

35.315 

39.252 

35.355 

39.292 

35.394 

39.331 


















574 CAMBRIA STEEL. 


EQUIVALENTS OF FEET IN METRES. 

Conversion Factor: 1 foot = 0.3048006096 metre. 


Feet 

0 

100 

200 

300 

400 

0 


30.48006 

60.96012 

91.44018 

121.92024 

1 

.30480 

30.78486 

61.26492 

91.74498 

122.22504 

2 

.60960 

31.08966 

61.56972 

92.04978 

122.52985 

3 

.91440 

31.39446 

61.87452 

92.35458 

122.83465 

4 

1.21920 

31.69926 

62.17932 

92.65939 

123.13945 

5 

1.52400 

32.00406 

62.48412 

92.96419 

123.44425 

6 

1 82880 

32.30886 

62.78893 

93.26899 

123.74905 

7 

2.13360 

32.61367 

63.09373 

93.57379 

124.05385 

8 

2.43840 

32.91847 

63.39853 

93.87859 

124.35865 

9 

2.74321 

33.22327 

63.70333 

94.18339 

124.66345 

10 

3.04801 

33.52807 

64.00813 

94.48819 

124.96825 

11 

3.35281 

33.83287 

64.31293 

94.79299 

125.27305 

12 

3.65761 

34.13767 

64.61773 

35.09779 

125.57785 

13 

3.96241 

34.44247 

64.92253 

95.40259 

125.88265 

14 

4.26721 

34.74727 

65.22733 

95.70739 

126.18745 

15 

4.57201 

35.05207 

65.53213 

96.01219 

126.49225 

16 

4.87681 

35.35687 

65.83693 

96.31699 

126.79705 

17 

5.18161 

35.66167 

66.14173 

96.62179 

127.10185 

18 

5.48641 

35.96647 

66.44653 

96.92659 

127.40665 

19 

5.79121 

36.27127 

66.75133 

97.23139 

127.71146 

20 

6.09601 

36.57607 

67.05613 

97.53620 

128.01626 

21 

6.40081 

36.88087 

67.36093 

97.84100 

128.32106 

22 

6.70561 

37.18567 

67.66574 

98.14580 

128.62586 

23 

7.01041 

37.49047 

67.97054 

98.45060 

128.93066 

24 

7.31521 

37.79528 

68.27534 

98.75540 

129.23546 

25 

7.62002 

38.10008 

68.58014 

99.06020 

129.54026 

26 

7.92482 

38.40488 

68.88494 

99.36500 

129.84506 

27 

8.22962 

38.70968 

69.18974 

99.66980 

130.14986 

28 

8.53442 

39.01448 

69.49454 

99.97460 

130.45466 

29 

8.83922 

39.31928 

69.79934 

100.27940 

130.75946 

30 

9.14402 

39.62408 

70.10414 

100.58420 

131.06426 

31 

9.44882 

39.92888 

70.40894 

100.88900 

131.36906 

32 

9.75362 

40.23368 

70.71374 

101.19380 

131.67386 

33 

10.05842 

40.53848 

71.01854 

101.49860 

131.97866 

34 

10.36322 

40.84328 

71.32334 

101.80340 

132.28346 

35 

10.66802 

41.14808 

71.62814 

102.10820 

132.58827 

36 

10.97282 

41.45288 

71.93294 

102.41300 

132.89307 

37 

11.27762 

41.75768 

72.23774 

102.71781 

133.19787 

38 

11.58242 

42.06248 

72.54255 

103.02261 

133.50267 

39 

11.88722 

42.36728 

72.84735 

103.32741 

133.80747 

40 

12.19202 

42.67209 

73.15215 

103.63221 

134.11227 

41 

12.49682 

42.97689 

73.45695 

103.93701 

134.41707 

42 

12.80163 

43.28169 

73.76175 

104.24181 

134.72187 

43 

13.10643 

43.58649 

74.06655 

104.54661 

135.02667 

44 

13.41123 

43.89129 

74.37135 

104.85141 

135.33147 

45 

13.71603 

44.19609 

74.67615 

105.15621 

135.63627 

46 

14.02083 

44.50089 

74.98095 

105.46101 

135.94107 

47 

14.32563 

44.80569 

75.28575 

105.76581 

136.24587 

48 

14.63043 

45.11049 

75.59055 

106.07061 

136.55067 

49 

14.93523 

45.41529 

75.89535 

106.37541 

136.85547 


1 inch = .02540 metre. 2 inches = .05080 metre. 3 inches = .07620 metre. 


















CAMBRIA STEEL. 


575 


EQUIVALENTS OF FEET IN METRES. 


(Continued) 


Feet 

0 

100 

200 

300 

400 

50 

15.24003 

45.72009 

76.20015 

106.68021 

137.16027 

51 

15.54483 

46.02489 

76.50495 

106.98501 

137.46507 

52 

15.84963 

46.32969 

76.80975 

107.28981 

137.76988 

53 

16.15443 

46.63449 

77.11455 

107.59462 

138.07468 

54 

16.45923 

46.93929 

77.41935 

107.89942 

138.37948 

55 

16.76403 

47.24409 

77.72416 

108.20422 

138.68428 

56 

17.06833 

47.54890 

78.02896 

108.50902 

138.98908 

57 

17.37363 

47.85370 

78.33376 

108.81382 

139.29388 

58 

17.67844 

48.15850 

78.63856 

109.11862 

139.59868 

59 

17.98324 

48.46330 

78.94336 

109.42342 

139.90348 

SO 

18.28804 

48.76810 

79.24816 

109.72822 

140.20828 

61 

18.59284 

49.07290 

79.55296 

110.03302 

140.51308 

62 

18.89764 

49.37770 

79.85776 

110.33782 

140.81788 

63 

19.20244 

49.68250 

80.16256 

110.64262 

141.12268 

64 

19.50724 

49.98730 

80.46736 

110.94742 

141.42748 

65 

19.81204 

50.29210 

80.77216 

111.25222 

141.73228 

66 

20.11684 

50.59690 

81.07696 

111.55702 

142.03708 

67 

20.42164 

50.90170 

81.38176 

111.86182 

142.34188 

68 

20.72644 

51.20650 

81.68656 

112.16662 

142.64669 

69 

21.03124 

51.51130 

81.99136 

112.47142 

142.95149 

70 

21.33604 

51.81610 

82.29616 

112.77623 

143.25629 

71 

21.64084 

52.12090 

82.60097 

113.08103 

143.56109 

72 

21.94564 

52.42570 

82.90577 

113.38583 

143.86589 

73 

22.25044 

52.73051 

83.21057 

113.69063 

144.17069 

74 

22.55525 

53.03531 

83.51537 

113.99543 

144.47549 

75 

22.86005 

53.34011 

83.82017 

114.30023 

144.78029 

76 

23.16485 

53.64491 

84.12497 

114.60503 

145.08509 

77 

23.46965 

53.94971 

84.42977 

114.90983 

145.38989 

78 

23.77445 

54.25451 

84.73457 

115.21463 

145.69469 

79 

24.07925 

54.55931 

85.03937 

115.51943 

145.99949 

80 

24.38405 

54.86411 

85.34417 

115.82423 

146.30429 

81 

24.68885 

55.16891 

85.64897 

116.12903 

146.60909 

82 

24.99365 

55.47371 

85.95377 

116.43383 

146.91389 

83 

25.29845 

55.77851 

86.25857 

116.73863 

147.21869 

84 

25.60325 

56.08331 

86.56337 

117.04343 

147.52350 

85 

25.90805 

56.38811 

86.86817 

117.34823 

147.82830 

86 

26.21285 

56.69291 

87.17297 

117.65304 

148.13310 

87 

26.51765 

56.99771 

87.47777 

117.95784 

148.43790 

88 

26.82245 

57.30251 

87.78258 

118.26264 

148.74270 

89 

27.12725 

57.60732 

88.08738 

118.56744 

149.04750 

90 

27.43205 

57.91212 

88.39218 

118.87224 

149.35230 

91 

27.73686 

58.21692 

88.69698 

119.17704 

149.65710 

92 

28.04166 

58.52172 

89.00178 

119.48184 

149.96190 

93 

28.34646 

58.82652 

89.30658 

119.78664 

150.26670 

94 

28.65126 

59.13132 

89.61138 

120.09144 

150.57150 

95 

28.95606 

59.43612 

89.91618 

120.39624 

150.87630 

96 

29.26086 

59.74092 

90.22098 

120.70104 

151.18110 

97 

29.56566 

60.04572 

90.52578 

121.00584 

151.48590 

98 

29.87046 

60.35052 

90.83058 

121.31064 

151.79070 

99 

30.17526 

60.65532 

91.13538 

121.61544 

152.09560 


4 inches = .10160 metre. 5 inches = .12700 metre. 6 inches=.15240 metre. 
























576 CAMBRIA STEEL. 


EQUIVALENTS OF FEET IN METRES. 


(Continued) 


Feet 

500 

600 

700 

800 

900 

0 

152.40030 

182.88037 

213.36043 

243.84049 

274.32055 

1 

152.70511 

183.18517 

213.66523 

244.14529 

274.62535 

2 

153.00991 

183.48997 

213.97003 

244.45009 

274.93015 

3 

153.31471 

183.79477 

214.27483 

244.75489 

275.23495 

4 

153.61951 

184.09957 

214.57963 

245.05969 

275.53975 

5 

153.92431 

184.40437 

214.88443 

245.36449 

275.84455 

6 

154.22911 

184.70917 

215.18923 

245.66929 

276.14935 

7 

154.53391 

185.01397 

215.49403 

245.97409 

276.45415 

8 

154.83871 

185.31877 

215.79883 

246.27889 

276.75895 

9 

155.14351 

185.62357 

216.10363 

246.58369 

277.06375 

10 

155.44831 

185.92837 

216.40843 

246.88849 

277.36855 

11 

155.75311 

186.23317 

216.71323 

247.19329 

277.67336 

12 

156.05791 

186.53797 

217.01803 

247.49809 

277.97816 

13 

156.36271 

186.84277 

217.32283 

247.80290 

278.28296 

14 

156.66751 

187.14757 

217.62764 

248.10770 

278.58776 

15 

156.97231 

187.45237 

217.93244 

248.41250 

278.89256 

16 

157.27711 

187.75718 

218.23724 

248.71730 

279.19736 

17 

157.58192 

188.06198 

218.54204 

249.02210 

279.5021G 

18 

157.88672 

188.36678 

218.84684 

249.32690 

279.80696 

19 

158.19152 

188.67158 

219.15164 

249.63170 

280.11176 

20 

158.49632 

188.97638 

219.45644 

249.93650 

280.41656 

21 

158.80112 

189.28118 

219.76124 

250.24130 

280.72136 

22 

159.10592 

189.58598 

220.06604 

250.54610 

281.02616 

23 

159.41072 

189.89078 

220.37084 

250.85090 

281.33096 

24 

159.71552 

190.19558 

220.67564 

251.15570 

281.63576 

25 

160.02032 

190.50038 

220.98044 

251.46050 

281.94056 

26 

160.32512 

190.80518 

221.28524 

251.76530 

282.24536 

27 

160.62992 

191.10998 

221.59004 

252.07010 

282.55017 

28 

160.93472 

191.41478 

221.89484 

252.37490 

282.85497 

29 

161.23952 

191.71958 

222.19964 

252.67971 

283.15977 

30 

161.54432 

192.02438 

222.50445 

252.98451 

283.46457 

31 

161.84912 

192.32918 

222.80925 

253.28931 

283.76937 

32 

162.15392 

192.63399 

223.11405 

253.59411 

284.07417 

33 

162.45872 

192.93879 

223.41885 

253.89891 

284.37897 

34 

162.76353 

193.24359 

223.72365 

254.20371 

284.68377 

35 

163.06833 

193.54839 

224.02845 

254.50851 

284.98857 

36 

163.37313 

193.85319 

224.33325 

254.81331 

285.29337 

37 

163.67793 

194.15799 

224.63805 

255.11811 

285.59817 

38 

163.98273 

194.46279 

224.94285 

255.42291 

285.90297 

39 

164.28753 

194.76759 

225.24765 

255.72771 

286.20777 

40 

164.59233 

195.07239 

225.55245 

256.03251 

286.51257 

41 

164.89713 

195.37719 

225.85725 

256.33731 

286.81737 

42 

165.20193 

195.68199 

226.16205 

256.64211 

287.12217 

43 

165.50673 

195.98679 

226.46685 

256.94691 

287.42697 

44 

165.81153 

196.29159 

226.77165 

257.25171 

287.73178 

45 

166.11633 

198.59639 

227.07645 

257.55652 

288.03658 

46 

166.42113 

196.90119 

227.38125 

257.86132 

288.34138 

47 

166.72593 

197.20599 

227.68606 

258.16612 

288.64618 

48 

167.03073 

197.51030 

227.99086 

258.47092 

288.95098 

49 

167.33553 

197.81560 

228.29566 

258.77572 

289.25578 


7 inches = .17780 metre. 8 inches = .20320 metre. 9 inches=.22860 metre. 



















CAMBRIA STEEL. 577 


EQUIVALENTS OF FEET IN METRES. 


(Continued) 


Feet 

500 

600 

700 

800 

900 

50 

167.64034 

198.12040 

228.60046 

259.08052 

289.56058 

51 

167.94514 

198.42520 

228.90526 

259.38532 

289.86538 

52 

168.24994 

198.73000 

229.21006 

259.69012 

290.17018 

53 

168.55474 

199.03480 

229.51486 

259.99492 

290.47498 

54 

168.85954 

199.33960 

229.81966 

260.29972 

290.77978 

55 

169.16434 

199.64440 

230.12446 

260.60452 

291.08458 

56 

169.46914 

199.94920 

230.42926 

260.90932 

291.38938 

57 

169.77394 

200.25400 

230.73406 

261.21412 

291.69418 

58 

170.07874 

200.55880 

231.03886 

261.51892 

291.99898 

59 

170.38354 

200.86360 

231.34366 

261.82372 

292.30378 

60 

170.68834 

201.16840 

231.64846 

262.12852 

292.60859 

61 

170.99314 

201.47320 

231.95326 

262.43332 

292.91339 

62 

171.29794 

201.77800 

232.25806 

262.73813 

293.21819 

63 

171.60274 

202.08280 

232.56287 

263.04293 

293.52299 

64 

171.90754 

202.38760 

232.86767 

263.34773 

293.82779 

65 

172.21234 

202.69241 

233.17247 

263.65253 

294.13259 

66 

172.51715 

202.99721 

233.47727 

263.95733 

294.43739 

67 

172.82195 

203.30201 

233.78207 

264.26213 

294.74219 

68 

173.12675 

203.60681 

234.08687 

264.56693 

295.04699 

69 

173.43155 

203.91161 

234.39167 

264.87173 

295.35179 

70 

173.73635 

204.21641 

234.69647 

265.17653 

295.65659 

71 

174.04115 

204.52121 

235.00127 

265.48133 

295.96139 

72 

174.34595 

204.82601 

235.30607 

265.78613 

296.26619 

73 

174.65075 

205.13081 

235.61087 

266.09093 

296.57099 

74 

174.95555 

205.43561 

235.91567 

266.39573 

296.87579 

75 

175.26035 

205.74041 

236.22047 

266.70053 

297.18059 

76 

175.56515 

206.04521 

236.52527 

267.00533 

297.48539 

77 

175.86995 

206.35001 

236.83007 

267.31013 

297.79020 

78 

176.17475 

206.65481 

237.13487 

267.61494 

298.09500 

79 

176.47955 

206.95961 

237.43967 

267.91974 

298.39980 

80 

176.78435 

207.26441 

237.74448 

268.22454 

298.70460 

81 

177.08915 

207.56922 

238.04928 

268.52934 

299.00940 

82 

177.39395 

207.87402 

238.35408 

268.83414 

299.31420 

83 

177.69876 

208.17882 

238.65888 

269.13894 

299.61900 

84 

178.00356 

208.48362 

238.96368 

269.44374 

299.92380 

85 

178.30836 

208.78842 

239.26848 

269.74854 

300.22860 

86 

178.61316 

209.09322 

239.57328 

270.05334 

300.53340 

87 

178.91796 

209.39802 

239.87808 

270.35814 

300.83820 

88 

179.22276 

209.70282 

240.18288 

270.66294 

301.14300 

89 

179.52756 

210.00762 

240.48768 

270.96774 

301.44780 

90 

179.83236 

210.31242 

240.79248 

271.27254 

301.75260 

91 

180.13716 

210.61722 

241.09728 

271.57734 

302.05740 

92 

180.44196 

210.92202 

241.40208 

271.88214 

302.36220 

93 

180.74676 

211.22682 

241.70688 

272.18694 

302.66701 

94 

181.05156 

211.53162 

242.01168 

272.49174 

302.97181 

95 

181.35636 

211.83642 

242.31648 

272.79655 

303.27661 

96 

181.66116 

212.14122 

242.62129 

273.10135 

303.58141 

97 

181.96596 

212.44602 

242.92609 

273.40615 

303.88621 

98 

182.27076 

212.75083 

243.23089 

273.71095 

304.19101 

99 

182.57557 

213.05563 

243.53569 

274.01575 

304.49581 


10 inches = .25400 metre. 11 inches = .27940 metre. 12 inches=.30480 metre. 


















578 


CAMBRIA STEEL. 



EQUIVALENTS OF METRES IN FEET. 


Conversion factor: 

1 metre = 3.280833333 feet. 


Metres 

0 

100 

200 

300 

400 

0 


328.08333 

656.16667 

984.25000 

1,312.33333 

1 

3.28083 

331.36417 

659.44750 

987.53083 

1,315.61417 

2 

6.56167 

334.64500 

662.72833 

990.81167 

1,318.89500 

3 

9.84250 

337.92583 

666.00917 

994.09250 

1,322.17583 

4 

13.12333 

341.20667 

669.29000 

997.37333 

1,325.45667 

5 

16.40417 

344.48750 

672.57083 

1,000.65417 

1,328.73750 

6 

19.68500 

347.76833 

675.85167 

1,003.93500 

1,332.01833 

7 

22.96583 

351.04917 

679.13250 

1,007.21583 

1,335.29917 

8 

26.24667 

354.33000 

682.41333 

1,010.49667 

1,338.58000 

9 

29.52750 

357.61083 

685.69417 

1,013.77750 

1,341.86083 

10 

32.80833 

360.89167 

688.97500 

1,017.05833 

1,345.14167 

11 

36.08917 

364.17250 

692.25583 

1,020.33917 

1,348.42250 

12 

39.37000 

367.45333 

695.53667 

1,023.62000 

1,351.70333 

13 

42.65083 

370.73417 

698.81750 

1.02&.90083 

1,354.98417 

14 

45.93167 

374.01500 

702.09833 

1,030.18167 

1,358.26500 

15 

49.21250 

377.29583 

705.37917 

1,033.46250 

1,361.54583 

16 

52.49333 

380.57667 

708.66000 

1,036.74333 

1,364.82667 

17 

55.77417 

383.85750 

711.94083 

1,040.02417 

1,368.10750 

18 

59.05500 

387.13833 

715.22167 

1,043.30500 

1,371.38833 

19 

62.33583 

390.41917 

718.50250 

1,046.58583 

1,374.66917 

20 

65.61667 

393.70000 

721.78333 

1,049.86667 

1,377.95000 

21 

68.89750 

396.98083 

725.06417 

1,053.14750 

1,381.23083 

22 

72.17833 

400.26167 

728.34500 

1,056.42833 

1,384.51167 

23 

75.45917 

403.54250 

731.62583 

1,059.70917 

1,387.79250 

24 

78.74000 

406.82333 

734.90667 

1,062.99000 

1,391.07333 

25 

82.02083 

410.10417 

738.18750 

1,066.27083 

1,394.35417 

26 

85.30167 

413.38500 

741.46833 

1,069.55167 

1,397.63500 

27 

88.58250 

416.66583 

744.74917 

1,072.83250 

1,400.91583 

28 

91.86333 

419.94667 

748.03000 

1,076.11333 

1,404.19667 

29 

95.14417 

423.22750 

751.31083 

1,079.39417 

1,407.47750 

30 

98.42500 

426.50833 

754.59167 

1,082.67500 

1,410.75833 

31 

101.70583 

429.78917 

757.87250 

1,085.95583 

1,414.03917 

32 

104.98667 

433.07000 

761.15333 

1,089.23667 

1,417.32000 

33 

108.26750 

436.35083 

764.43417 

1,092.51750 

1,420.60083 

34 

111.54833 

439.63167 

767.71500 

1,095.79833 

1,423.88167 

35 

114.82917 

442.91250 

770.99583 

1,099.07917 

1,427.16250 

36 

118.11000 

446.19333 

774.27667 

1,102.36000 

1,430.44333 

37 

121.39083 

449.47417 

777.55750 

1,105.64083 

1,433.72417 

38 

124.67167 

452.75500 

780.83833 

1,108.92167 

1,437.00500 

39 

127.95250 

456.03583 

784.11917 

1,112.20250 

1,440.28583 

40 

131.23333 

459.31667 

787.40000 

1,115.48333 

1,443.56667 

41 

134.51417 

462.59750 

790.68083 

1,118.76417 

1,446.84750 

42 

137.79500 

465.87833 

793.96167 

1,122.04500 

1,450.12833 

43 

141.07583 

469.15917 

797.24250 

1,125.32583 

1,453.40917 

44 

144.35667 

472.44000 

800.52333 

1,128.60667 

1,456.69000 

45 

147.63750 

475.72083 

803.80417 

1,131.88750 

1,459.97083 

46 

150.91833 

479.00167 

807.08500 

1,135.16833 

1,463.25167 

47 

154.19917 

482.28250 

810.36583 

1,138.44917 

1,466.53250 

48 

157.48000 

485.56333 

813.64667 

1,141.73000 

1,469.81333 

49 

160.76083 

488.84417 

816.92750 

1 1,145.01083 

1,473.09417 





















CAMBRIA STEEL. 

579 


EQUIVALENTS OF METRES IN FEET. 



(Continued) 



Metres 

0 

100 

200 

300 

400 

50 

164.04167 

492.12500 

820.20833 

1,148.29167 

1,476.37500 

51 

167.32250 

495.40583 

823.45917 

1,151.57250 

1,479.65583 

52 

170.60333 

498.68667 

826.77000 

1,154.85333 

1,482.93667 

53 

173.88417 

501.96750 

830.05083 

1,158.13417 

1,486.21750 

54 

177.16500 

505.24833 

833.33167 

1,161.41500 

1,489.49833 

55 

180.44583 

508.52917 

836.61250 

1,164.69583 

1,492.77917 

56 

183.72667 

511.81000 

839.89333 

1,167.97667 

1,496.06000 

67 

187.00750 

515.09083 

843.17417 

1,171.25750 

1,499.34083 

58 

190.28833 

518.37167 

846.45500 

1,174.53833 

1,502.62167 

59 

193.56917 

521.65250 

849.73583 

1,177.81917 

1,505.90250 

60 

196.85000 

524.93333 

853.01667 

1,181.10000 

1,509.18333 

61 

200.13083 

528.21417 

856.29750 

1,184.38083 

1,512.46417 

62 

203.41167 

531.49500 

859.57833 

1,187.66167 

1,515.74500 

63 

206.69250 

534.77583 

862.85917 

1,190.94250 

1,519.02583 

64 

209.97333 

538.05667 

866.14000 

1,194.22333 

1,522.30667 

65 

213.25417 

541.33750 

869.42083 

1,197.50417 

1.525.58750 

66 

216.53500 

544.61833 

872.70167 

1,200.78500 

1,528.86833 

67 

219.81583 

547.89917 

875.98250 

1,204.06583 

1,532.14917 

68 

223.09667 

551.18000 

879.26333 

1,207.34667 

1,535.43000 

69 

226.37750 

554.46083 

882.54417 

1,210.62750 

1,538.71083 

70 

229.65833 

557.74167 

885.82500 

1,213.90833 

1,541.99167 

71 

232.93917 

561.02250 

889.10583 

1,217.18917 

1,545.27250 

72 

236.22000 

564.30333 

892.38667 

1,220.47000 

1,548.55333 

73 

239.50083 

567.58417 

895.66750 

1,223.75083 

1,551.83417 

74 

242.78167 

570.86500 

898.94833 

1,227.03167 

1,555.11500 

75 

246.06250 

574.14583 

902.22917 

1,230.31250 

1,558.39583 

76 

249.34333 

577.42667 

905.51000 

1,233.59333 

1,561.67667 

77 

252.62417 

580.70750 

908.79083 

1,236.87417 

1,564.95750 

78 

255.90500 

583.98833 

912.07167 

1,240.15500 

1,568.23833 

79 

259.18583 

587.26917 

915.35250 

1,243.43583 

1,571.51917 

80 

262.46667 

590.55000 

918.63333 

1,246.71667 

1,574.80000 

81 

265.74750 

593.83083 

921.91417 

1,249.99750 

1,573.08083 

82 

269.02833 

597.11167 

925.19500 

1,253.27833 

1,581.36167 

83 

272.30917 

600.39250 

928.47583 

1,256.55917 

1,584.64250 

84 

275.59000 

603.67333 

931.75667 

1,259.84000 

1,587.92333 

85 

278.87083 

606.95417 

935.03750 

1,263.12083 

1,591.20417 

86 

282.15167 

610.23500 

938.31833 

1,266.40167 

1,594.48500 

87 

285.43250 

613.51583 

941.59917 

1,269.68250 

1,597.76583 

88 

288.71333 

616.79667 

944.88000 

1,272.96333 

1,601.04667 

89 

291.99417 

620.07750 

948.16083 

1,276.24417 

1,604.32750 

90 

295.27500 

623.35833 

951.44167 

1,279.52500 

1,607.60833 

91 

298.55583 

626.63917 

954.72250 

1,282.80583 

1,610.88917 

92 

301.83667 

629.92000 

958.00333 

1,286.08667 

1,614.17000 

93 

305.11750 

633.20083 

961.28417 

1,289.36750 

1,617.45083 

94 

308.39833 

636.48167 

964.56500 

1,292.64833 

1,620.73167 

95 

311.67917 

639.76250 

967.84583 

1,295.92917 

1,624.01250 

96 

314.96000 

643.04333 

971.12667 

1,299.21000 

1,627.29333 

97 

318.24083 

646.32417 

974.40750 

1,302.49083 

1,630.57417 

98 

321.52167 

649.60500 

977.68833 

1,305.77167 

1,633.85500 

99 

324.80250 

652.88583 

980.96917 

1,309.05250 

1,637.13583 



















580 CAMBRIA STEEL. 


EQUIVALENTS OF METRES IN FEET. 

(Continued) 


Metres 


500 


0 

1 

2 

3 

4 


1,640.41667 

1,643.69750 

1,646.97833 

1,650.25917 

1,653.54000 


600 


1,968.50000 

1,971.78083 

1,975.06167 

1,978.34250 

1,981.62333 


700 


2,296.58333 

2,299.86417 

2,303.14500 

2,306.42583 

2,309.70667 


800 


2,624.66667 

2,627.94750 

2,631.22833 

2,634.50917 

2,637.79000 


900 


2,952.75000 

2,956.03083 

2,959.31167 

2,962.59250 

2,965.87333 


5 

6 

7 

8 
9 


1,656.82083 

1,660.10167 

1,663.38250 

1,666.66333 

1,669.94417 


1,984.90417 

1,988.13500 

1,991.46583 

1,994.74667 

1,998.02750 


2,312.98750 

2,316.26833 

2,319.54917 

2,322.83000 

2,326.11083 


2,641.07083 

2,644.35167 

2,647.63250 

2,650.91333 

2,654.19417 


2,969.15417 

2,972.43500 

2,975.71583 

2,978.99667 

2,982.27750 


10 

11 

12 

13 

14 


1,673.22500 

1,676.50583 

1,679.78667 

1,683.06750 

1,686.34833 


2,001.30833 

2,004.58917 

2,007.87000 

2,011.15083 

2,014.43167 


2,329.39167 

2,332.67250 

2,335.95333 

2,339.23417 

2,342.51500 


2,657.47500 

2,660.75583 

2,664.03667 

2,607.31750 

2,670.59833 


2,985.55833 

2,988.83917 

2,992.12000 

2,995.40083 

2,998.68167 


15 

16 

17 

18 
19 


1,689.62917 

1,692.91000 

1,696.19083 

1,699.47167 

1,702.75250 


2,017.71250 

2,020.99333 

2,024.27417 

2,027.55500 

2,030.83583 


2,345.79583 

2,349.07667 

2,352.35750 

2,355.63833 

2,358.91917 


2,673.87917 

2,677.16000 

2,680.44083 

2,683.72167 

2,687.00250 


3,001.96250 

3,005.24333 

3,008.52417 

3,011.80500 

3,015.08583 


20 

21 

22 

23 

24 


1,706.03333 

1,709.31417 

1,712.59500 

1,715.87583 

1,719.15667 


2,034.11667 

2,037.39750 

2,040.67833 

2,043.95917 

2,047.24000 


2,362.20000 

2,365.48083 

2,368.76167 

2,372.04250 

2,375.32333 


2,690.28333 

2,693.56417 

2,696.84500 

2,700.12583 

2,703.40667 


3,018.36667 

3,021.64750 

3,024.92833 

3,028.20917 

3,031.49000 


25 

26 

27 

28 
29 


1,722.43750 

1,725.71833 

1,728.99917 

1,732.28000 

1,735.56083 


2,050.52083 

2,053.80167 

2,057.08250 

2,060.36333 

2,063.64417 


2,378.60417 

2,381.88500 

2,385.16583 

2,388.44667 

2,391.72750 


2,706.68750 

2,709.96833 

2,713.24917 

2,716.53000 

2,719.81083 


3,034.77083 

3,038.05167 

3,041.33250 

3,044.61333 

3,047.89417 


30 

31 

32 

33 

34 


1,738.84167 

1,742.12250 

1,745.40333 

1,748.68417 

1,751.96500 


2,066.92500 

2,070.20583 

2,073.48667 

2,076.76750 

2,080.04833 


2,395.00833 

2,398.28917 

2,401.57000 

2,404.85083 

2,408.13167 


2,723.09167 

2,726.37250 

2,729.65333 

2,732.93417 

2,736.21500 


3,051.17500 

3,054.45583 

3,057.73667 

3,061.01750 

3,064.29833 


35 

36 

37 

38 

39 


1,755.24583 

1,758.52667 

1,761.80750 

1,765.08833 

1,768.36917 


2,083.32917 

2,086.61000 

2,089.89083 

2,093.17167 

2,096.45250 


2,411.41250 

2,414.69333 

2,417.97417 

2,421.25500 

2,424.53583 


2,739.49583 

2,742.77667 

2,746.05750 

2,749.33833 

2,752.61917 


3,067.57917 

3,070.86000 

3,074.14083 

3,077.42167 

3,080.70250 


40 

41 

42 

43 

44 


1,771.65000 

1,774.93083 

1,778.21167 

1,781.49250 

1,784.77333 


2,099.73333 

2,103.01417 

2,106.29500 

2,109.57583 

2,112.85667 


2,427.81667 

2,431.09750 

2,434.37833 

2,437.65917 

2,440.94000 


2,755.90000 

2,759.18083 

2,762.46167 

2,765.74250 

2,769.02333 


3,083.98333 

3,087.26417 

3,090.54500 

3,093.82583 

3,097.10667 


45 

46 

47 

48 

49 


1,788.05417 

1,791.33500 

1,794.61583 

1,797.89667 

1,801.17750 


2,116.13750 

2,119.41833 

2,122.69917 

2,125.98000 

2,129.26083 


2,444.22083 

2,447.50167 

2,450.78250 

2,454.06333 

2,457.34417 


2,772.30417 

2,775.58500 

2,778.86583 

2,782.14667 

2,785.42750 


3,100.38750 

3,103.66833 

3,106.94917 

3,110.23000 

3,113.51083 
























CAMBRIA STEEL. 

581 


EQUIVALENTS OF METRES IN FEET. 



(Continued) 



Metres 

500 

600 

700 

800 

900 

50 

1,804.45833 

2,132.54167 

2,460.62500 

2,788.70833 

3,116.79167 

51 

1,807.73917 

2,135.82250 

2,463.90583 

2,791.98917 

3,120.07250 

52 

1,811.02000 

2,139.10333 

2,467.18667 

2,795.27000 

3,123.35333 

53 

1,814.30083 

2,142.38417 

2,470.46750 

2,798.55083 

3,126.63417 

54 

1,817.58167 

2,145.66500 

2,473.74833 

2,801.83167 

3,129.91500 

55 

1,820.86250 

2,148.94583 

2,477.02917 

2,805.11250 

3,133.19583 

56 

1,824.14333 

2,152.22667 

2,480.31000 

2,808.39333 

3,136.47667 

57 

1,827.42417 

2,155.50750 

2,483.59083 

2,811.67417 

3,139.75750 

58 

1,830.70500 

2,158.78833 

2,486.87167 

2,814.95500 

3,143.03833 

59 

1,833.98583 

2,162.06917 

2,490.15250 

2,818.23583 

3,146.31917 

60 

1,837.26667 

2,165.35000 

2,493.43333 

2,821.51667 

3,149.60000 

61 

1,840.54750 

2,168.63083 

2,496.71417 

2,824.79750 

3,152.88083 

62 

1,843.82833 

2,171.91167 

2,499.99500 

2,828.07833 

3,156.16167 

63 

1,847.10917 

2,175.19250 

2,503.27583 

2,831.35917 

3,159.44250 

64 

1,850.39000 

2,178.47333 

2,506.55667 

2,834.64000 

3,162.72333 

65 

1,853.67083 

2,181.75417 

2,509.83750 

2,837.92083 

3,166.00417 

66 

1,856.95167 

2,185.03500 

2,513.11833 

2,841.20167 

3,169.28500 

67 

1,860.23250 

2,188.31583 

2,516.39917 

2,844.48250 

3,172.56583 

68 

1,863.51333 

2,191.59667 

2,519.68000 

2,847.76333 

3,175.34667 

69 

1,866.79417 

2,194.87750 

2,522.96083 

2,851.04417 

3,179.12750 

70 

1,870.07500 

2,198.15833 

2,526.24167 

2,854.32500 

3,182.40833 

71 

1,873.35583 

2,201.43917 

2,529.52250 

2,857.60583 

3,185.68917 

72 

1,876.63667 

2,204.72000 

2,532.80333 

2,860.88667 

3,188.97000 

73 

1,879.91750 

2,208.00083 

2,536.08417 

2,864.16750 

3,192.25083 

74 

1,883.19833 

2,211.28167 

2,539.36500 

2,867.44833 

3,195.53167 

75 

1,886.47917 

2,214.56250 

2,542.64583 

2,870.72917 

3,198.81250 

76 

1,889.76000 

2,217.84333 

2,545.92667 

2,874.01000 

3,202.09333 

77 

1,893.04083 

2,221.12417 

2,549.20750 

2,877.29083 

3,205.37417 

78 

1,896.32167 

2,224.40500 

2,552.48833 

2,880.57167 

3,208.65500 

79 

1,899.60250 

2,227.68583 

2,555.76917 

2,883.85250 

3,211.93583 

80 

1,902.88333 

2,230.96667 

2,559.05000 

2,887.13333 

3,215.21667 

81 

1,906.16417 

2,234 24750 

2,562.33083 

2,890.41417 

3,218.49750 

82 

1,909.44500 

2,237.52833 

2,565.61167 

2,893.69500 

3,221.77833 

83 

1,912.72583 

2,240.80917 

2,568.89250 

2,896.97583 

3,225.05917 

84 

1,916.00667 

2,244.09000 

2,572.17333 

2,900.25667 

3,228.34000 

85 

1,919.28750 

2,247.37083 

2,575.45417 

2,903.53750 

3,231.62083 

86 

1,922.56833 

2,250.65167 

2,578.73500 

2,906.81833 

3,234.90167 

87 

1,925.84917 

2,253.93250 

2,582.01583 

2,910.09917 

3,238.18250 

88 

1,929.13000 

2,257.21333 

2,585.29667 

2,913.38000 

3,241.46333 

89 

1,932.41083 

2,260.49417 

2,588.57750 

2,916.66083 

3,244.74417 

90 

1,935.69167 

2,263.77500 

2,591.85833 

2,919.94167 

3,248.02500 

91 

1,938.97250 

2,267.05583 

2,595.13917 

2,923.22250 

3,251.30583 

92 

1,942.25333 

2,270.33667 

2,598.42000 

2,926.50333 

3,254.58667 

93 

1,945.53417 

2,273.61750 

2,601.70083 

2,929.78417 

3,257.86750 

94 

1^948.81500 

2,276.89833 

2,604.98167 

2,933.06500 

3,261.14833 

95 

1,952.09583 

2,280.17917 

2,608.26250 

2,936.34583 

3,264.42917 

96 

1,955.37667 

2,283.46000 

2,611.54333 

2,939.62667 

3,267.71000 

97 

1,958.65750 

2,286.74083 

2,614.82417 

2,942.90750 

3,270.99083 

98 

1,961.93833 

2,290.02167 

2,618 10500 

2,946.18833 

3,274.27167 

99 

l’965.21917 

2,293.30250 

2,621.38583 

2,949.46917 

3,277.55250 



















582 CAMBRIA STEEL. 


EQUIVALENTS OF AVOIRDUPOIS POUNDS 
IN KILOGRAMS. 

Conversion Factor: 1 avoirdupois pound = 0.4535924277 kilogram. 


Pounds 

O 

100 

200 

300 

400 

0 


45.35924 

90.71849 

136.07773 

181.43697 

1 

.45359 

45.81284 

91.17208 

136.53132 

181.89056 

2 

.90718 

46.26643 

91.62567 

136.98491 

182.34416 

3 

1.36078 

46.72002 

92.07926 

137.43851 

182.79775 

4 

1.81437 

47.17361 

92.53286 

137.89210 

183.25134 

5 

2.26796 

47.62720 

92.98645 

138.34569 

183.70493 

6 

2.72155 

48.08080 

93.44004 

138.79928 

184.15853 

7 

3.17515 

48.53439 

93.89363 

139.25288 

184.61212 

8 

3.62874 

48.98798 

94.34722 

139.70647 

185.06571 

9 

4.08233 

49.44157 

94.80082 

140.16006 

185.51930 

10 

4.53592 

49.89517 

95.25441 

140.61365 

185.97290 

11 

4.98952 

50.34876 

95.70800 

141.06725 

186.42649 

12 

5.44311 

50.80235 

96.16159 

141.52084 

186.88008 

13 

5.89670 

51.25594 

96.61519 

141.97443 

187.33367 

14 

6.35029 

51.70954 

97.06878 

142.42802 

187.78727 

15 

6.80389 

52.16313 

97.52237 

142.88161 

188.24086 

16 

7.25748 

52.61672 

97.97596 

143.33521 

188.69445 

17 

7.71107 

53.07031 

98.42956 

143.78880 

189.14804 

18 

8.16466 

53.52391 

98.88315 

144.24239 

189.60163 

19 

8.61826 

53.97750 

99.33674 

144.69598 

190.05523 

20 

9.07185 

54.43109 

99.79033 

145.14958 

190.50882 

21 

9.52544 

54.88468 

100.24393 

145.60317 

190.96241 

22 

9.97903 

55.33828 

100.69752 

146.05676 

191.41600 

23 

10.43263 

55.79187 

101.15111 

146.51035 

191.86960 

24 

10.88622 

56.24546 

101.60470 

146.96395 

192.32319 

25 

11.33981 

56.69905 

102.05830 

147.41754 

192.77678 

26 

11.79340 

57.15265 

102.51189 

147.87113 

193.23037 

27 

12.24700 

57.60624 

102.96548 

148.32472 

193.68397 

28 

12.70059 

58.05983 

103.41907 

148.77832 

194.13756 

29 

13.15418 

58.51342 

103.87267 

149.23191 

194.59115 

30 

13.60777 

58.96702 

104.32626 

149.68550 

195.04474 

31 

14.06137 

59.42061 

104.77985 

150.13909 

195.49834 

32 

14.51496 

59.87420 

105.23344 

150.59269 

195.95193 

33 

14.96855 

60.32779 

105.68704 

151.04628 

196.40552 

34 

15.42214 

60.78139 

106.14063 

151.49987 

196.85911 

35 

15.87573 

61.23498 

106.59422 

151.95346 

197.31271 

36 

16.32933 

61.68857 

107.04781 

152.40706 

197.76630 

37 

16.78292 

62.14216 

107.50141 

152.86065 

198.21989 

38 

17.23651 

62.5*576 

107.95500 

153.31424 

198.67348 

39 

17.69010 

63.04935 

108.40859 

153.76783 

199.12708 

40 

18.14370 

63.5029 \ 

108.86218 

154.22143 

199.58067 

41 

18.59729 

63.95653 

109.31578 

154.67502 

200.03426 

42 

19.05088 

64.41012 

109.76937 

155.12861 

200.48785 

43 

19.50447 

64.86372 

110.22296 

155.58220 

200.94145 

44 

19.95807 

65.31731 

110.67655 

156.03580 

201.39504 

45 

20.41166 

65.77090 

111.13014 

156.48939 

201.84863 

46 

20.86525 

66.22449 

111.58374 

156.94298 

202.30222 

47 

21.31884 

66.67809 

112.03733 

157.39657 

202.75582 

48 

21.77244 

67.13168 

112.49092 

157.85016 

203.20941 

49 

22.22603 

67.58527 

112.94451 

158.30376 

203.66300 


1 oz. = .028350 kg. 2 oz. = .056699 kg. 3 oz. = .085049 kg. 4 oz. = .113398 kg. 























CAMBRIA STEEL. 583 


EQUIVALENTS OF AVOIRDUPOIS POUNDS 
IN KILOGRAMS. 

(Continued) 


Pounds 

O 

100 

200 

300 

400 

50 

22.67962 

68.03886 

113.39811 

158.75735 

204.11659 

51 

23.13321 

68.49246 

113.85170 

159.21094 

204.57018 

52 

23.58681 

68.94605 

114.30529 

159.66453 

205.02378 

53 

24.04040 

69.39964 

114.75888 

160.11813 

205.47737 

54 

24.49399 

69.85323 

115.21248 

160.57172 

205.93096 

55 

24.94758 

70.30683 

115.66607 

161.02531 

206.38455 

56 

25.40118 

70.76042 

116.11966 

161.47890 

206.83815 

57 

25.85477 

71.21401 

116.57325 

161.93250 

207.29174 

58 

26.30836 

71.66760 

117.02685 

162.38609 

207.74533 

59 

26.76195 

72.12120 

117.48044 

162.83968 

208.19892 

60 

27.21555 

72.57479 

117.93403 

163.29327 

208.65252 

61 

27.66914 

73.02838 

118.38762 

163.74687 

209.10611 

62 

28.12273 

73.48197 

118.84122 

164.20046 

209.55970 

63 

28.57632 

73.93557 

119.29481 

164.65405 

210.01329 

64 

29.02992 

74.38916 

119.74840 

165.10764 

210.46689 

65 

29.48351 

74.84275 

120.20199 

165.56124 

210.92048 

66 

29.93710 

75.29634 

120.65559 

166.01483 

211.37407 

67 

30.39069 

75.74994 

121.10918 

166.46842 

211.82766 

68 

30.84429 

76.20353 

121.56277 

166.92201 

212.28126 

69 

31.29788 

76.65712 

122.01636 

167.37561 

1 212.73485 

70 

31.75147 

77.11071 

122.46996 

167.82920 

213.18844 

71 

32.20506 

77.56431 

122.92355 

168.28279 

213.64203 

72 

32.65865 

78.01790 

123.37714 

168.73638 

214.09563 

73 

33.11225 

78.47149 

123.83073 

169.18998 

214.54922 

74 

33.56584 

78.92509 

124.28433 

169.64357 

215.00281 

75 

34.01943 

79.37867 

124.73792 

170.09716 

215.45640 

76 

34.47302 

79.83227 

125.19151 

170.55075 

215.91000 

77 

34.92662 

80.28586 

125.64510 

171.00435 

216.36359 

78 

35.38021 

80.73945 

126.09869 

171.45794 

216.81718 

79 

35.83380 

81.19304 

126.55229 

171.91153 

217.27077 

80 

36.28739 

81.64664 

127.00588 

172.36512 

217.72437 

81 

36.74099 

82.10023 

127.45947 

172.81871 

218.17796 

82 

37.19458 

82.55382 

127.91306 

173.27231 

218.63155 

83 

37.64817 

83.00741 

128.36666 

173.72590 

219.08514 

84 

38.10176 

83.46101 

128.82025 

174.17949 

219.53874 

85 

38.55536 

83.91460 

129.27384 

174.63308 

219.99233 

86 

39.00895 

84.36819 

129.72743 

175.08668 

220.44592 

87 

39.46254 

84.82178 

130.18103 

175.54027 

220.89951 

88 

39.91613 

85.27538 

130.63462 

175.99386 

221.35310 

89 

40.36973 

85.72897 

131.08821 

176.44745 

221.80670 

90 

40.82332 

86.18256 

131.54180 

176.90105 

222.26029 

91 

41.27691 

86.63615 

131.99540 

177.35464 

222.71388 

92 

41.73050 

87.08975 

132.44899 

177.80823 

223.16747 

93 

42.18410 

87.54334 

132.90258 

178.26182 

223.62107 

94 

42.63769 

87.99693 

133.35617 

178.71542 

224.07466 

95 

43.09128 

88.45052 

133.80977 

179.16901 

224.52825 

96 

43.54487 

88.90412 

134.26336 

179.62260 

224.98184 

97 

43.99847 

89.35771 

134.71695 

180.07619 

225.43544 

98 

44.45206 

89.81130 

135.17054 

180.52979 

225.88903 

99 

44.90565 

90.26489 

135.62414 

180.98338 

226.34262 


5 oz. = .141748 kg. 6 oz. = . 170097 kg. 7 oz. — .198447 kg. 8 oz. —.226796 kg. 





















584 


CAMBRIA STEEL. 


EQUIVALENTS OF AVOIRDUPOIS POUNDS 
IN KILOGRAMS. 

(Continued) 


Pounds 

1 

500 

600 

700 

800 

900 

0 

226.79621 

272.15546 

317.51470 

362.87394 

408.23318 

1 

227.24981 

272.60905 

317.96829 

363.32753 

408.68678 

2 

227.70340 

273.06264 

318.42188 

363.78113 

409.14037 

3 

228.15699 

273.51623 

318.87548 

364.23472 

409.59396 

4 

228.61058 

273.96983 

319.32907 

364.68831 

410.04755 

5 

229.06418 

274.42342 

319.78266 

365.14190 

410.50115 

6 

229.51777 

274.87701 

320.23625 

365.59550 

410.95474 

7 

229.97136 

275.33060 

320.68985 

366.04909 

411.40833 

8 

230.42495 

275.78420 

321.14344 

366.50268 

411.86192 

9 

230.87855 

276.23779 

321.59703 

366.95627 

412.31552 

10 

231.33214 

276.69138 

322.05062 

367.40987 

412.76911 

11 

231.78573 

277.14497 

322.50422 

367786346 

413.22270 

12 

232.23932 

277.59857 

322.95781 

368.31705 

413.67629 

13 

232.69292 

278.05216 

323.41140 

368.77064 

414.12989 

14 

233.14651 

278.50575 

323.86499 

369.22424 

414.58348 

15 

233.60010 

278.95934 

324.31859 

369.67783 

415.03707 

16 

234.05369 

279.41294 

324.77218 

370.13142 

415.49066 

17 

234.50729 

279.86653 

325.22577 

370.58501 

415.94426 

18 

234.96088 

280.32012 

325.67936 

371.03861 

416.39785 

19 

235.41447 

280.77371 

326.13296 

371.49220 

416.85144 

20 

235.86806 

281.22731 

326.58655 

371.94579 

417.30503 

21 

236.32165 

281.68090 

327.04014 

372.39938 

417.75863 

22 

236.77525 

282.13449 

327.49373 

372.85298 

418.21222 

23 

237.22884 

282.58808 

327.94733 

373.30657 

418.66581 

24 

237.68243 

283.04167 

328.40092 

373.76016 

419.11940 

25 

238.13602 

283.49527 

328.85451 

374.21375 

419.57300 

26 

238.58962 

283.94886 

329.30810 

374.66735 

420.02659 

27 

239.04321 

284.40245 

329.76169 

375.12094 

420.48018 

28 

239.49680 

284.85604 

330.21529 

375.57453 

420.93377 

29 

239.95039 

285.30964 

330.66888 

376.02812 

421.38737 

30 

240.40399 

285.76323 

331.12247 

376.48171 

421.84096 

31 

240.85758 

286.21682 

331.57606 

376.93531 

422.29455 

32 

241.31117 

286.67041 

332.02966 

377.38890 

422.74814 

33 

241.76476 

287.12401 

332.48325 

377.84249 

423.20174 

34 

242.21836 

287.57760 

332.93684 

378.29608 

423.65533 

35 

242.67195 

288.03119 

333.39043 

378.74968 

424.10892 

36 

243.12554 

288.48478 

333.84403 

379.20327 

424.56251 

37 

243.57913 

288.93838 

334.29762 

379.65686 

425.01610 

38 

244.03273 

289.39197 

334.75121 

380.11045 

425.46970 

39 

244.48632 

289.84556 

335.20480 

380.56405 

425.92329 

40 

244.93991 

290.29915 

335.65840 

381.01764 

426.37688 

41 

245.39350 

290.75275 

336.11199 

381.47123 

426.83047 

42 

245.84710 

291.20634 

336.56558 

381.92482 

427.28407 

43 

246.30069 

291.65993 

337.01917 

382.37842 

427.73766 

44 

246.75428 

292.11352 

337.47277 

382.83201 

428.19125 

45 

247.20787 

292.56712 

337.92636 

383.28560 

428.64484 

46 

247.66147 

293.02071 

338.37995 

383.73919 

429.09844 

47 

248.11506 

293.47430 

338.83354 

384.19279 

429.55203 

48 

248.56865 

293.92789 

339.28714 

384.64638 

430.00562 

49 

249.02224 

294.38149 

339.74073 

385.09997 

430.45921 


9 oz. = .255146 kg. 10 oz. = .283495 kg. 11 oz. = .311845 kg. 12oz. = .340194 kg. 





























CAMBRIA STEEL. 

585 


EQUIVALENTS OF AVOIRDUPOIS POUNDS 

IN KILOGRAMS* 

(Continued) 

Pounds 

500 

600 

700 

800 

900 

50 

249.47584 

294.83508 

340.19432 

385.55356 

430.91281 

51 

249.92943 

295.28867 

340.64791 

386.00716 

431.36640 

52 

250.38302 

295.74226 

341.10151 

386.46075 

431.81999 

53 

250.83661 

296.19586 

341.55510 

386.91434 

432.27358 

54 

251.29020 

296.64945 

342.00869 

387.36793 

432.72718 

55 

251.74380 

297.10304 

342.46228 

387.82153 

433.18077 

56 

252.19739 

297.55663 

342.91588 

388.27512 

433.63436 

57 

252.65098 

298.01022 

343.36947 

388.72871 

434.08795 

58 

253.10457 

298.46382 

343.82306 

389.18230 

434.54155 

59 

253.55817 

298.91741 

344.27665 

389.63590 

434.99514 

60 

254.01176 

299.37100 

344.73025 

390.08949 

435.44873 

61 

254.46535 

299.82459 

345.18384 

390.54308 

435.90232 

62 

254.91894 

300.27819 

345.63743 

390.99667 

436.35592 

63 

255.37254 

300.73178 

346.09102 

391.45027 

436.80951 

64 

255.82613 

301.18537 

346.54461 

391.90386 

437.26310 

65 

256.27972 

301.63896 

346.99821 

392.35745 

437.71669 

66 

256.73331 

302.09256 

347.45180 

392.81104 

438.17029 

67 

257.18691 

302.54615 

347.90539 

393.26463 

438.62388 

68 

257.64050 

302.99974 

348.35898 

393.71823 

439.07747 

69 

258.09409 

303.45333 

348.81258 

394.17182 

439.53106 

70 

258.54768 

303.90693 

349.26617 

394.62541 

439.98465 

71 

259.00128 

304.36052 

349.71976 

395.07900 

440.43825 

72 

259.45487 

304.81411 

350.17335 

395.53260 

440.89184 

73 

259.90846 

305.26770 

350.62695 

395.98619 

441.34543 

74 

260.36205 

305.72130 

351.08054 

396.43978 

441.79902 

75 

260.81565 

306.17489 

351.53413 

396.89337 

442.25262 

76 

261.26924 

306.62848 

351.98772 

397.34697 

442.70621 

77 

261.72283 

307.08207 

352.44132 

397.80056 

443.15980 

1 78 

262.17642 

307.53567 

352.89491 

398.25415 

443.61339 

79 

262.63002 

307.98926 

353.34850 

398.70774 

444.06699 

80 

263.08361 

308.44285 

353.80209 

399.16134 

444.52058 

81 

263.53720 

308.89644 

354.25569 

399.61493 

444.97417 

82 

263.99079 

309.35004 

354.70928 

400.06852 

445.42776 

83 

264.44439 

369.80363 

355.16287 

400.52211 

445.83136 

84 

264.89798 

310.25722 

355.61646 

400.97571 

446.33495 

85 

265.35157 

310.71081 

356.07006 

401.42930 

446.78854 

86 

265.80516 

311.16441 

356.52365 

401.88289 

447.24213 

87 

266.25876 

311.61800 

356.97724 

402.33648 

447.69573 

88 

266.71235 

312.07159 

357.43083 

402.79008 

448.14932 

89 

267.16594 

312.52518 

357.88443 

403.24367 

448.60291 

90 

267.61953 

312.97878 

358.33802 

403.69726 

449.05650 

91 

268.07312 

313.43237 

358.79161 

404.15085 

449.51010 

92 

268.52672 

313.88596 

359.24520 

404.60445 

449.96369 

93 

268.98031 

314.33955 

359.69880 

405.05804 

450.41728 

94 

269.43390 

314.79314 

360.15239 

405.51163 

450.87087 

95 

269.88749 

315.24674 

360.60598 

405.96522 

451.32447 

96 

270.34109 

315.70033 

361.05957 

406.41882 

451.77806 

97 

270.79468 

316.15392 

361.51316 

408.87241 

452.23165 

98 

271.24827 

316.60751 

361.96676 

407.32600 

452.68524 

99 

1 

271.70186 

317.06111 

362.42035 

407.77959 

453.13884 

13oz.= 

= .368544kg. 14 oz. =.396893 kg. 15 oz. = .425243 kg. 16 oz. = .453593 kg. 

























586 CAMBRIA STEEL. 


EQUIVALENTS OF KILOGRAMS IN 
AVOIRDUPOIS POUNDS. 

Conversion factor: 1 kilogram = 2.204622341 avoirdupois pounds. 


Kilos 

0 

100 

200 

300 

400 

0 


220.4622 

440.9245 

661.3867 

881.8489 

1 

2.2046 

222.6669 

443.1291 

663.5913 

884.0536 

2 

4.4092 

224.8715 

445.3337 

665.7959 

886.2582 

3 

6.6139 

227.0761 

447.5383 

668.0006 

888.4628 

4 

8.8185 

229.2807 

449.7430 

670.2052 

890.6674 

5 

11.0231 

231.4853 

451.9476 

672.4098 

892.8720 

6 

13.2277 

233.6900 

454.1522 

674.6144 

895.0767 

7 

15.4324 

235.8946 

456.3568 

676.8191 

897.2813 

8 

17.6370 

238.0992 

458.5614 

679.0237 

899.4859 

9 

19.8416 

240.3038 

460.7661 

681.2283 

901.6905 

10 

22.0462 

242.5085 

462.9707 

683.4329 

903.8952 

11 

24.2508 

244.7131 

465.1753 

685.6375 

906.0998 

12 

26.4555 

246.9177 

467.3799 

687.8422 

908.3044 

13 

28.6601 

249.1223 

469.5846 

690.0468 

910.5090 

14 

30.8647 

251.3269 

471.7892 

692.2514 

912.7136 

15 

33.0693 

253.5316 

473.9938 

694.4560 

914.9183 

16 

35.2740 

255.7362 

476.1984 

696.6607 

917.1229 

17 

37.4786 

257.9408 

478.4030 

698.8653 

919.3275 

18 

39.6832 

260.1454 

480.6077 

701.0699 

921.5321 

19 

41.8878 

262.3501 

482.8123 

703.2745 

923.7368 

20 

44.0924 

264.5547 

485.0169 

705.4791 

925.9414 

21 

46.2971 

266.7593 

487.2215 

707.6838 

928.1460 

22 

48.5017 

268.9639 

489.4262 

709.8884 

930.3506 

23 

50.7063 

271.1685 

491.6308 

712.0930 

932.5553 

24 

52.9109 

273.3732 

493.8354 

714.2976 

934.7599 

25 

55.1156 

275.5778 

496.0400 

716.5023 

936.9645 

26 

57.3202 

277.7824 

498.2446 

718.7069 

939.1691 

27 

59.5248 

279.9870 

500.4493 

720.9115 

941.3737 

28 

61.7294 

282.1917 

502.6539 

723.1161 

943.5784 

29 

63.9340 

284.3963 

504.8585 

725.3208 

945.7830 

30 

66.1387 

286.6009 

507.0631 

727.5254 

947.9876 

31 

68.3433 

288.8055 

509.2678 

729.7300 

950.1922 

32 

70.5479 

291.0101 

511.4724 

731.9346 

952.3969 

33 

72.7525 

293.2148 

513.6770 

734.1392 

954.6015 

34 

74.9572 

295.4194 

515.8816 

736.3439 

956.8061 

35 

77.1618 

297.6240 

518.0863 

738.5485 

959.0107 

36 

79.3664 

299.8286 

520.2909 

740.7531 

961.2153 

37 

81.5710 

302.0333 

522.4955 

742.9577 

963.4200 

38 

83.7756 

304.2379 

524.7001 

745.1624 

965.6246 

39 

85.9803 

306.4425 

526.9047 

747.3670 

967.8292 

40 

88.1849 

308.6471 

529.1094 

749.5716 

970.0338 

41 

90.3895 

310.8518 

531.3140 

751.7762 

972.2385 

42 

92.5941 

313.0564 

533.5186 

753.9808 

974.4431 

43 

94.7988 

315.2610 

535.7232 

756.1855 

976.6477 

44 

97.0034 

317.4656 

537.9279 

758.3901 

978.8523 

45 

99.2080 

319.6702 

540.1325 

760.5947 

981.0569 

46 

101.4126 

321.8749 

542.3371 

762.7993 

983.2616 

47 

103.6173 

324.0795 

544.5417 

765.0040 

985.4662 

48 

105.8219 

326.2841 

546.7463 

767.2086 

987.6708 

49 

108.0265 

328.4887 

548.9510 

769.4132 

989.8754 






















CAMBRIA STEEL. 587 


EQUIVALENTS OF KILOGRAMS IN 
AVOIRDUPOIS POUNDS. 

(Continued) 


Kilos 

0 

100 

200 

300 

400 

50 

110.2311 

330.6934 

551.1556 

771.6178 

992.0801 

51 

112.4357 

332.8980 

553.3602 

773.8224 

994.2847 

52 

114.6404 

335.1026 

555.5648 

776.0271 

996.4893 

53 

116.8450 

337.3072 

557.7695 

778.2317 

998.6939 

54 

119.0496 

339.5118 

559.9741 

780.4363 

1 , 000.8985 

55 

121.2542 

341.7165 

562.1787 

782.6409 

1 , 003.1032 

56 

123.4589 

343.9211 

564.3833 

784.8456 

1 , 005.3078 

57 

125.6635 

346.1257 

566.5879 

787.0502 

1 , 007.5124 

58 

127.8681 

348.3303 

568.7926 

789.2548 

1 , 009.7170 

59 

130.0727 

350.5350 

570.9972 

791.4594 

1 , 011.9217 

60 

132.3773 

352.7396 

573.2018 

793.6640 

1 , 014.1263 

61 

134.4820 

354.9442 

575.4064 

795.8687 

1 , 016.3309 

62 

136.6866 

357.1488 

577.6111 

798.0733 

1 , 018.5355 

63 

138.8912 

359.3534 

579.8157 

800.2779 

1 , 020.7401 

64 

141.0958 

361.5581 

582.0203 

802.4825 

1 , 022.9448 

65 

143.3005 

363.7627 

584.2249 

804.6872 

1 , 025.1494 

66 

145.5051 

365.9673 

586.4295 

806.8918 

1 , 027.3540 

67 

147.7097 

368.1719 

588.6342 

809.0964 

1 , 029.5586 

68 

149.9143 

370.3766 

590.8388 

811.3010 

1 , 031.7633 

69 

152.1189 

371.5812 

593.0434 

813.5056 

1 , 033.9679 

70 

154.3236 

374.7858 

595.2480 

815.7103 

1 , 036.1725 

71 

156.5282 

376.9904 

597.4527 

817.9149 

1 , 038.3771 

72 

158.7328 

379.1950 

599.6573 

820.1195 

1 , 040.5817 

73 

160.9374 

381.3997 

601.8619 

822.3241 

1 , 042.7864 

74 

163.1421 

383.6043 

604.0865 

824.5288 

1 , 044.9910 

75 

165.3467 

385.8089 

606.2711 

826.7334 

1 , 047.1956 

76 

167.5513 

388.0135 

608.4758 

828.9380 

1 , 049.4002 

77 

169.7559 

390.2182 

610.6804 

831.1426 

1 , 051.6049 

78 

171.9605 

392.4228 

612.8850 

833.3472 

1 , 053.8095 

79 

174.1652 

394.6274 

615.0896 

835.5519 

1 , 056.0141 

80 

176.3698 

396.8320 

617.2943 

837.7565 

1 , 058.2187 

81 

178.5744 

399.0366 

619.4989 

839.9611 

1 , 060.4233 

82 

180.7790 

401.2413 

621.7035 

842.1657 

1 , 062.6280 

83 

182.9837 

403.4459 

623.9081 

844.3704 

1 , 064.8326 

84 

185.1883 

405.6505 

626.1127 

846.5750 

1 , 067.0372 

85 

187.3929 

407.8551 

628.3174 

848.7796 

1 , 069.2418 

86 

189.5975 

410.0598 

630.5220 

850.9842 

1 , 071.4465 

87 

191.8021 

412.2644 

632.7266 

853.1888 

1 , 073.6511 

88 

194.0068 

414.4690 

634.9312 

855.3935 

1 , 075.8557 

89 

196.2114 

416.6736 

637.1359 

857.5981 

1 , 078.0603 

90 

198.4160 

418.8782 

639.3405 

859.8027 

1 , 080.2649 

91 

200.6206 

421.0829 

641.5451 

862.0073 

1 , 082.4696 

92 

202.8253 

423.2875 

643.7497 

864.2120 

1 , 084.6742 

93 

205.0299 

425.4921 

645.9543 

866.4166 

1 , 086.8788 

94 

207.2345 

427.6967 

648.1590 

868.6212 

1 , 089.0834 

95 

209.4391 

429.9014 

650.3636 

870.8258 

1 , 091.2881 

96 

211.6437 

432.1060 

652.5682 

873.0304 

1 , 093.4927 

97 

213.8484 

434.3106 

654.7728 

875.2351 

1 , 095.6973 

98 

216.0530 

436.5152 

656.9775 

877.4397 

1 , 097.9019 

99 

218.2576 

438.7198 

659.1821 

879.6443 

1 , 100.1065 





















588 


CAMBRIA STEEL. 



EQUIVALENTS OF KILOGRAMS IN 
AVOIRDUPOIS POUNDS. 

(Continued) 

■ Kilos 

500 

600 

700 

800 

900 

0 

1,102.3112 

1,322.7734 

. 1,543.2356 

1,763.6979 

1,984.1601 

1 

1,104.5158 

1,324.9780 

1,545.4403 

1,765.9025 

1,986.3647 

2 

1,106.7204 

1,327.1826 

1,547.6449 

1,768.1071 

1,988.5694 

3 

1,108.9250 

1,329.3873 

1,549.8495 

1,770.3117 

1,990.7740 

4 

1,111.1297 

1,331.5919 

1,552.0541 

1,172.5164 

1,992.9786 

5 

1,113.3343 

1,333.7965 

1,554.2588 

1,774.7210 

1,995.1832 

6 

1,115.5389 

1,336.0011 

1,556.4634 

1,776.9256 

1,997.3878 

7 

1,117.7435 

1,338.2058 

1,558.6680 

1,779.1302 

1,999.5925 

8 

1,119.9481 

1,340.4104 

1,560.8726 

1,781.3349 

2,001.7971 

9 

1,122.1528 

1,342.6150 

1,563.0772 

1,783.5395 

2,004.0017 

10 

1,124.3574 

1,344.8196 

1,565.2819 

1,785.7441 

2,006.2063 

11 

1,126.5620 

1,347.0243 

1,567.4865 

1,787.9487 

2,008.4110 

12 

1,128.7666 

1,349.2289 

1,569.6911 

1,790.1533 

2,010.6156 

13 

1,130.9713 

1,351.4335 

1,571.8957 

1,792.3580 

2,012.8202 

14 

1,133.1759 

1,353.6381 

1,574.1004 

1,794.5626 

2,015.0248 

15 

1,135.3805 

1,355.8427 

1,576.3050 

1,796.7672 

2,017.2294 

16 

1,137.5851 

1,358.0474 

1,578.5036 

1,798.9718 

2,019.4341 

17 

1,139.7898 

1,360.2520 

1,580.7142 

1,801.1765 

2,021.6387 

18 

1,141.9944 

1,362.4566 

1,582.9188 

1,803.3811 

2,023.8433 

19 

1,144.1990 

1,364.6612 

1,585.1235 

1,805.5857 

2,026.0479 

20 

1,146.4036 

1,366.8659 

1,587.3281 

1,807.7903 

2,028.2526 

21 

1,148.6082 

1,369.0705 

1,589.5327 

1,809.9949 

2,030.4572 

22 

1,150.8129 

1,371.2751 

1,591.7373 

1,812.1996 

2,032.6618 

23 

1,153.0175 

1,373.4797 

1,593.9420 

1,814.4042 

2,034.8664 

24 

1,155.2221 

1,375.6843 

1,596.1466 

1,816.6088 

2,037.0710 

25 

1,157.4267 

1,377.8890 

1,598.3512 

1,818.8134 

2,039.2757 

26 

1,159.6314 

1,380.0936 

1,600.5558 

1,821.0181 

2,041.4803 

27 

1,161.8360 

1,382.2982 

1,602.7604 

1,823.2227 

2,043.6849 

28 

1,164.0406 

1,384 5028 

1,604.9651 

1,825.4273 

2,045.8895 

29 

1,166.2452 

1,386.7075 

1,607.1697 

1,827.6319 

2,048.0942 

30 

1,168.4498 

1,388.9121 

1,609.3743 

1,829.8365 

2,050.2988 

31 

1,170.6545 

1,391.1167 

1,611.5789 

1,832.0412 

2,052.5034 

32 

1,172.8591 

1,393.3213 

1,613.7836 

1,834.2458 

2,054.7080 

33 

1,175.0637 

1,395.5259 

1,615.9882 

1,836.4504 

2,056.9126 

34 

1,177.2683 

1,397.7306 

1,618.1928 

1,838.6550 

2,059.1173 

35 

1,179.4730 

1,399.9352 

1,620.3974 

1,840.8597 

2,061.3219 

36 

1,181.6776 

1,402.1398 

1,622.6020 

1,843.0643 

2,063.5265 

37 

1,183.8822 

1,404.3444 

1,624.8067 

1,845.2689 

2,065.7311 

38 

1,186.0868 

1,406.5491 

1,627.0113 

1,847.4735 

2,067.9358 

39 

1,188.2914 

1,408.7537 

1,629.2159 

1,849.6781 

2,070.1404 

40 

1,190.4961 

1,410.9583 

1,631.4205 

1,851.8828 

2,072.3450 

41 

1,192.7007 

1,413.1629 

1,633.6252 

1,854.0874 

2,074.5496 

42 

1,194.9053 

1,415.3675 

1,635.8298 

1,856.2920 

2,076.7542 

43 

1,197.1099 

1,417.5722 

1,638.0344 

1,858.4966 

2,078.9589 

44 

1,199.3146 

1,419.7768 

1,640.2390 

1,860.7013 

2,081.1635 

45 

1,201.5192 

1,421.9814 

1,642.4438 

1,862.9059 

2,083.3681 

46 

1,203.7238 

1,424.1860 

1,644.6483 

1,865.1105 

2,085.5727 

47 

1,205.9284 

1,426.3907 

1,646.8529 

1,867.3151 

2,087.7774 

48 

1,208.1330 

1,428.5953 

1,649.0575 

1,869.5197 

2,089.9820 

49 

1,210.3377 

1,430.7999 

1,651.2621 

1,871.7244 

2,092.1866 




























CAMBRIA STEEL. 

589 


EQUIVALENTS OF KILOGRAMS IN 
AVOIRDUPOIS POUNDS. 

(Continued) 

Kilos 

500 

600 

700 

800 

900 

50 

1,212.5423 

1,433.0045 

1,653.4668 

1,873.9290 

2,094.3912 

51 

1,214.7469 

1,435.2091 

1,655.6714 

1,876.1336 

2,096.5958 

52 

1,216.9515 

1,437.4138 

1,657.8760 

1,878.3382 

2,098.8005 

53 

1,219.1562 

1,439.6184 

1,660.0806 

1,880.5429 

2,101.0051 

54 

1,221.3608 

1,441.8230 

1,662.2852 

1,882.7475 

2,103.2097 

55 

1,223.5654 

1,444.0276 

1,664.4899 

1,884.9521 

2,105.4143 

56 

1,225.7700 

1,446.2323 

1,666.6945 

1,887.1567 

2,107.6190 

57 

1,227.9746 

1,448.4369 

1,668.8991 

1,889.3613 

2,109.8236 

58 

1,230.1793 

1,450.6415 

1,671.1037 

1,891.5660 

2,112.0282 

59 

1,232.3839 

1,452.8461 

1,673.3084 

1,893.7706 

2,114.2328 

60 

1,234.5885 

1,455.0507 

1,675.5130 

1,895.9752 

2,116.4374 

61 

1,236.7931 

1,457.2554 

1,677.7176 

1,898.1798 

2,118.6421 

62 

1,238.9978 

1,459.4600 

1,679.9222 

1,900.3845 

2,120.8467 

63 

1,241.2024 

1,461.6646 

1,682.1268 

1,902.5891 

2,123.0513 

64 

1,243.4070 

1,463.8692 

1,684.3315 

1,904.7937 

2,125.2559 

65 

1,245.6116 

1,466.0739 

1,686.5361 

1,906.9983 

2,127.4606 

66 

1,247.3162 

1,468.2785 

1,688.7407 

1,909.2029 

2,129.6652 

67 

1,250.0209 

1,470.4831 

1,690.9453 

1,911.4076 

2,131.8698 

68 

1,252.2255 

1,472.6877 

1,693.1500 

1,913.6122 

2,134.0744 

69 

1,254.4301 

1,474.8923 

1,695.3546 

1,915.8168 

2,136.2790 

70 

1,256.6347 

1,477.0970 

1,697.5592 

1,918.0214 

2,138.4837 

71 

1,258.8394 

1,479.3016 

1,699.7638 

1,920.2261 

2,140.6883 

72 

1,261.0440 

1,481.5062 

1,701.9684 

1,922.4307 

2,142.8929 

73 

1,263.2486 

1,483.7108 

1,704.1731 

1,924.6353 

2,145.0975 

74 

1,265.4532 

1,485.9155 

1,706.3777 

1,926.8399 

2,147.3022 

75 

1,267.6578 

1,438.1201 

1,708.5823 

1,929.0445 

2,149.5068 

76 

1,269.8625 

1,490.3247 

1,710.7869 

1,931.2492 

2,151.7114 

77 

1,272.0671 

1,492.5293 

1,712.9916 

1,933.4538 

2,153.9160 

78 

1,274.2717 

1,494.7339 

1,715.1962 

1,935.6584 

2,156.1206 

79 

1,276.4763 

1,496.9386 

1,717.4008 

1,937.8630 

2,158.3253 

80 

1,278.6810 

1,499.1432 

1,719.6054 

1,940.0677 

2,160.5299 

81 

1,280.8856 

1,501.3478 

1,721.8100 

1,942.2723 

2,162.7345 

82 

1,283.0902 

1,503.5524 

1,724.0147 

1,944.4769 

2,164.9391 

83 

1,285.2948 

1,505.7571 

1,726.2193 

1,946.6815 

2,167.1438 

84 

1,287.4994 

1,507.9617 

1,728.4239 

1,948.8861 

2,169.3484 

85 

1,289.7041 

1,510.1663 

1,730.6285 

1,951.0908 

2,171.5530 

86 

1,291.9087 

1,512.3709 

1,732.8332 

1,953.2954 

2,173.7576 

87 

1,294.1133 

1,514.5755 

1,735.0378 

1,955.5000 

2,175.9623 

88 

1,296.3179 

1,516.7802 

1,737.2424 

1,957.7046 

2,178.1669 

89 

1,298.5226 

1,518.9848 

1,739.4470 

1,959.9093 

2,180.3715 

90 

1,300.7272 

1,521.1894 

1,741.6516 

1,962.1139 

2,182.5761 

91 

1,302.9318 

1,523.3940 

1,743.8563 

1,964.3185 

2,184.7807 

92 

1,305.1364 

1,525.5987 

1,746.0609 

1,966.5231 

2,186.9854 

93 

1,307.3410 

1,527.8033 

1,748.2655 

1,968.7278 

2,189.1900 

94 

1,309.5457 

1,530.0079 

1,750.4701 

1,970.9324 

2,191.3946 

95 

1,311.7503 

1,532.2125 

1,752.6748 

1,973.1370 

2,193.5992 

96 

1,313.9549 

1,534.4171 

1,754.8794 

1,975.3416 

2,195.8039 

97 

1,316.1595 

1,536.6218 

1,757.0840 

1,977.5462 

2,198.0085 

98 

1,318.3642 

1,538.8264 

1,759.2886 

1,979.7509 

2,200.2131 

99 

1,320.5688 

1,541.0310 

1,761.4933 

1,981.9555 

2,202.4177 


















590 CAMBRIA STEEL. 


COMPARISON OF THE VARIOUS TONS AND POUNDS 
IN USE IN THE UNITED STATES. 

(See Pages 562, 563, 582, 586) 


Troy Pounds 

Avoirdupois 

Pounds 

Kilograms 

Short Tons 

Long Tons 

Metric Tons 

1 

.822 857 

.373 24 

.000 411 43 

.000 367 35 

.000 373 24 

2 

1.645 71 

.746 48 

.000 822 86 

.000 734 69 

.000 746 48 

3 

2.468 57 

1.119 73 

.001 234 29 

.001 102 04 

.001 119 73 

4 

3.291 43 

1.492 97 

.001 645 71 

.001 469 39 

.001 492 97 

5 

4.114 29 

1.866 21 

.002 057 14 

.001 836 73 

.001 866 21 

6 

4.937 14 

2 .239 45 

.002 468 57 

.002 204 08 

.002 239 45 

7 

5.760 00 

2.612 69 

.002 880 00 

.002 571 43 

.002 612 69 

8 

6.582 86 

2.985 93 

.003 291 43 

.002 938 78 

.002 985 93 

9 

7.405 71 

3.359 18 

.003 702 86 

.003 306 12 

.003 359 18 

1.215 28 

1 

.453 59 

.0005 

.000 446 43 

.000 453 59 

2.430 56 

2 

.907 18 

.0010 

.000 892 86 

.000 907 18 

3.645 83 

3 

1.360 78 

.0015 

.001 339 29 

.001 360 78 

4.861 11 

4 

1.814 37 

.0020 

.001 785 71 

.001 814 37 

6.076 39 

5 

2.267 96 

.0025 

.002 232 14 

.002 267 96 

7.291 67 

« 

2.721 55 

.0030 

.002 678 57 

.002 721 55 

8.506 94 

7 

3.175 15 

.0035 

.003 125 00 

.003 175 15 

9.722 22 

8 

3.628 74 

.0040 

.003 571 43 

.003 628 74 

10.937 50 

9 

4.082 33 

.0045 

.004 017 86 

.004 082 33 

2.679 23 

2.204 62 

1 

.001 102 31 

.000 984 21 

.001 

5.358 46 

4.409 24 

2 

.002 204 62 

.001 968 41 

.002 

8.037 69 

6.613 87 

3 

.003 306 93 

.002 952 62 

.003 

10.716 91 

8.818 49 

4 

.004 409 24 

.003 936 83 

.004 

13.937 50 

11.023 11 

5 

.005 511 56 

.004 921 03 

.005 

16.075 37 

13.227 73 

6 

.006 613 87 

.005 905 24 

.006 

18.754 60 

15.432 36 

7 

.007 716 18 

.006 889 44 

.007 

2i.433 83 

17.636 98 

8 

.008 818 49 

.007 873 65 

.008 

24.113 06 

19.841 60 

9 

.009 920 80 

.008 857 86 

.009 

2430.56 

2000 

907.18 

1 

.892 87 

.907 18 

4861.11 

4000 

1814.37 

2 

1.785 71 

1.814 37 

7291.67 

6000 

2721.55 

3 

2.678 57 

2.721 55 

9722.22 

8000 

3628.74 

4 

3.571 43 

3.628 74 

12 152.78 

10 000 

4535.92 

5 

4.464 29 

4.535 92 

14 583 .33 

12 000 

5443.11 

6 

5.357 14 

5.443 11 

17 013 .89 

14 000 

6350.29 

7 

6.250 00 

6 .350 29 

19 444.44 

16 000 

7257.48 

8 

7.142 86 

7.257 48 

21 875.00 

18 000 

8164.66 

9 

8.035 71 

8.164 66 

2722.22 

2240 

1016.05 

1.12 

1 

1.016 05 

5444.44 

4480 

2032.09 

2.24 

2 

2.032 09 

8166.67 

6720 

3048.14 

3.36 

3 

3.048 14 

10 888.89 

8960 

4064.19 

4.48 

4 

4.064 19 

13 611.11 

11 200 

5080.24 

5.60 

5 

5.080 24 

16 333.33 

13 440 

6096.28 

6.72 

6 

6.096 28 

19 055.56 

15 680 

7112.32 

7.84 

7 

7.112 32 

21 777.78 

17 920 

8128.38 

8.96 

8 

8.128 38 

24 500.00 

20 160 

9144.42 

10.08 

9 

9.144 42 

2679.23 

2204.62 

1000 

1.102 31 

.984 21 

1 

5358.46 

4409.24 

2000 

2.204 62 

1.968 41 

2 

8037.69 

6613.87 

3000 

3 .306 93 

2.952 62 

3 

10 716.91 

8818.49 

4000 

4.409 24 

3.936 83 

4 

13 937.50 

11 023.11 

5000 

5.511 56 

4.921 03 

5 

16 075.37 

13 227.73 

6000 

6.613 87 

5.905 24 

6 

18 754.60 

15 432.36 

7000 

7.716 18 

6.889 44 

7 

21 433.83 

17 636.98 

8000 

8.818 49 

7.873 65 

8 

24 113.06 

19 841.60 

9000 

9.920 80 

8.857 86 

9 
















CAMBRIA STEEL. 


591 


INDEX. 


PAGE 

Angles, bulb, cuts of sections of. 20-23 

properties of. 192-195 

“ weights and dimensions of. 45, 46 

connection, for I-beams and channels, cuts of.*. 53 

“ “ “ notes on. 52,56 

tables of. 54-61 


location of. 

cuts of sections of special, equal and unequal legs. 

standard, equal legs. 

“ unequal legs. 

bulb and top guard angles. 

explanation of tables of properties of. 

maximum sizes of rivets, and spacing of rivet and bolt holes in 

properties of special, equal legs. 

unequal legs. 

standard, equal legs. 

unequal legs. 

radii of gyration for two, back to back. 

tables of safe loads for, used as beams. 


i i 4 4 4 4 44 4 4 4 4 

notes on. 

weights and dimensions of special, equal legs. 

“ “ “ unequal legs. . 

' standard, equal legs... 
“ “ “ unequal legs. . 


Apothecaries’ weight. 

Arches, notes and tables for spacing tie rods for tile.. 

“ “ of floor, end construction. . . 

“ “ of material for fireproof floor 

“ on thrust of. 

“ “ tie rods to withstand thrust of.. 

terra-cotta floor, explanation of tables of. 

“ “ flat and segmental, tables of 

tests and breaking loads for hollow tile floor. . 

weights of hollow brick and tile floor. 

“ segmental floor. 

Areas in mensuration. 

method of increasing sectional. 

of circles... 


“ “ for diameters greater than one hundred. 

“ flat rolled steel bars. 

“ hollow cast iron columns. 

“ rivet holes, to be deducted to obtain net areas of plates. . . 

“ square and round bars. 

“ various sections, formulae for. 

for standard sections. 

Atlanta, extracts from building laws of. 

Avoirdupois pounds equivalents in kilograms. 

weight. 

Baltimore, extracts from building laws of. 

Band or hoop steel, table of weights of. 

Bands, light, dimensions of. 


Bars, eye. 

flat, dimensions of upset screw ends for. 

“ rolled steel, areas of. 

“ “ notes on areas of. 

“ “ “ weights of..«. 

“ “ weights of. 

lattice, sizes of and rivet spacing in, for latticed channel columns 

round and square, dimensions of upset screw ends for. 

“ “ weights, areas and circumferences of. 

sheet and tin. 


54, 55 
•' 19 

17 

18 
20, 23 

178 
62, 356 
202, 203 
208,209 
198-201 
204-207 
215-217 
138-159 
95-103 

50 

51 
48 

49,50 
558 
76, 77 

69 
68, 69 

75, 78-81 
75 

70 
71-73 

74 

69 

69 

551 

26 

487-509 
499 
468-473 
302,303 
356, 357 
451, 457 
168-175 
166, 167 
328-349 
582 
558 
328-349 
474 
33 
377 
376 
468-473 
473 
486 
475-486 
272, 273 
372-375 
451-457 
36 

































































592 


CAMBRIA STEEL. 


Bases, typical details of column. 

Beam box girders, explanations of tables of safe loads for. 

“ “ tables of safe loads for... 

Beams, notes on bearing plates for shapes used as. 

coefficients for deflection of. 

general formulae for flexure of. 

girders, notes on... 

grillage, notes on, for foundations. 

I section, cast iron separators for... 

“ cuts of sections of special. 

“ “ “ standard. 

“ “ standard connection angles for. 

“ explanation of tables of properties of. 

“ diagram of sections of minimum standard. 

“ location of connection angles for. 

“ maximum bending moments in foot pounds for. . . . 

“ u size of rivets in. 

“ minimum spans for, with standard connection angles 

“ notes on lateral strength of. 

“ “ without lateral support. 

“ “ safe loads for. 

“ “ spacing for. -m, . 

“ proportions of sections of standard. 

“ spacing of rivet and bolt holes in flanges and con¬ 
nection angles of.... . 

“ spans limiting and maximum safe loads due to crip¬ 
pling of web. 

“ tables of bearing plates for. 

“ “ properties of special. 

“ “ “ standard. 

“ “ safe loads for. 

“ “ “ used as columns. 

“ “ spacing for. 

“ tangent distances between fillets. 

“ weights and dimensions of special. 

“ “ “ standard. 

reduction in safe loads and fibre stress, due to lateral flexure of. 
of uniform section, bending moments and deflections for.... 
“ “ safe superimposed loads and shears for.. . . 

wooden, notes on bearing at points of support. 

“ notes on safe loads for. 

“ tables of safe loads for. 

Bearing plates for I-beams and channels, tables of sizes of. 

“ for shapes used as beams, notes on. 

values of pin plates, tables of. 

“ wall plates, safe unit. 

“ rivets and plates. 

of wooden beams at points of support, notes on. 

Bearings and bearing plates, standard, tables of sizes of. 

Bending moments for beams of uniform section. . .. 

“ for I-beams and channels, tables of maximum... . 

“ for pins, tables of maximum. 

Billets, dimensions of square and round cornered steel. 

Birmingham wire gauge (B. W. G.). 

“ new standard sheet and hoop gauge (B. G). 

Blooms, dimensions of steel. 

Bolsters for column bases, typical details of... 

Bolt and rivet holes, spacing of, through connection angles. 

“ heads, weights and dimensions of, Manufacturers’ standard.... 

Bolts and nuts, Franklin Institute standard. 

for standard and special cast iron beam separators. 

weights of round headed, without nuts. 

“ with square heads and nuts, Manufacturers’ standard 

Boston, extracts from building laws of. 

Box girders, beam, tables of safe loads of. 


page 
243 
305 
306-316 
63 
98, 99 
160,161 

52 
327 

66, 67 
4, 5, 7,9 
2-4, 6-8 

53 

176, 177 
28 
54, 55 
136 
54, 356 
58 
78-83 
82 

100-105 

102-105 

27 

60 

96 

66 

184, 185 
182-185 
106-117 
244-247 
124-135 
60 
41 
40, 41 
83 

162-165 
162-165 
406 
403-406 
416-421 
64, 65 

63 
359 

64 

352, 353 
406 
64 

162-165 
136, 137 
360, 361 
34-36 
435 
435 
34, 35 
243 
60, 61 
369 
362-365 
66, 67 
368 
366,367 
328-349 
306-316 




























































CAMBRIA STEEL. 


593 


Box girders, beam, tables of safe loads of, explanation of. 305 

Brackets for riveted columns, typical details of. 243 

Brass, weights of sheets and plates of. 436, 437 

Breaking unit stresses, tables of, for timber. 410-415 

Brick, hollow, for partitions and arches, weights cf. 69 

Bridge pins and nuts, dimensions of. 382 

Buckle plates, dimensions of. 90 

Buffalo, extracts from building laws of. 328-349 

Building laws of various cities, extracts fron.. 328-349 

Bulb angles, cuts of sections of. 20-23 

“ properties of. 192-195 

“ weights and dimensions of. 45, 46 

Cable and rope measure. 559 

Car forgings and pressed steel parts.. 30, 31 

Car side stakes, cut of section of. 23 

properties of. 194, 195 

“ “ weights and dimensions of. 46 

Cast iron columns, tables of safe loads for hollow, round. 302, 303 

“ “ strength of hollow, round and rectangular 304 

“ bases for columns, typical details of. 243 

“ separators, standard and special, for I-beams. 66, 67 

Ceilings, weights of porous terra-cotta for. 69 

Center of gravity, formulse for location of, in Cambria sections.166, 167 

“ location of, in various sections. 168-175 

“ of solids. 554-556 

Chains, dimensions and weights of, safe loads for. 381. 

Channel and plate columns, tables of dimensions of. 232-235 

“ “ “ safe loads for, series A. 274-287 

“ “ “ “ “ “ series B. 288-301 

columns, latticed, diameter of rivets for. 273 

“ “ spacing of rivets for lacing bars. 272 

“ “ tables of dimensions of. 230 

“ “ “ safe loads for. 268-271 

Channels, bearing plates for, tables of. 65 

“ “ (standard) for, tables of. 64 

cuts of sections of special. 12-16 

“ “ standard. 10-12 


“ standard connection angles for. 

diagram of sections of minimum standard. 

explanation of properties of standard and special. 

limiting spans and maximum safe loads due to web crip¬ 
pling ... 

maximum bending moments in foot pounds for. 

“ size of rivets for... 

minimum spans for, with standard connection angles. . . . 

proportions of sections of standard. 

safe loads for, tables of. 

“ “ “ notes on. 

spacing of rivet and bolt holes in fianges and connection 

angles of. 

tables of properties of special. 

“ “ standard. 

tangent distances between fillets. 

weights and dimensions of special. 

“ “ standard. 

Chicago, extracts from building laws of. 

Cincinnati, extracts from building laws of.. 

Circles, areas and circumferences of, for diameters greater than 100. 

“ “ tables of. 

Circular plates, limiting sizes of. 

“ “ weights of. 

segments, relations in. 

Circumferences of circles. 

“ “ for diameters greater than 100. 

“ round bars.. 


53 

29 

177 

97 
137 
62, 356 
56 
27 

118-123 

100-105 

61 

188-191 
186, 187 
61 
43-45 
42, 43 
328-349 
328-349 
499 
487-509 
38, 39 
464-467 
552, 553 
487-509 
499 
451-457 
































































594 


CAMBRIA STEEL. 


PAGE 


Cities, extracts from building laws of various. 328-349 

Cleveland, extracts from building laws of.. 328-349 

Clevises, dimensions of.. 380 

Coefficients of deflection for beams, explanation of tables of. 177 

“ “ “ shapes used as beams. 98 

“ strength, explanation of tables of, for I-beams. 176 

Columns, bases for, typical details of.. 243 

cast iron, hollow, round and rectangular, strength of. 304 

“ “ “ tables of safe loads for. 302, 303 

I-beams used as, tables of safe loads for. 244, 247 

latticed channel, diameter of rivets for. 255 

“ “ lattice bars and stay plates for. 272, 273 

“ “ tables of dimensions of. 230 

“ “ tables of safe loads for. 268 

plate and channel, tables of dimensions of. 232-235 

“ “ “ “ “ safe loads for, series A. 274-287 

« « « “ “ u u u a u g. 288-301 

steel, examples of the use of the tables of strength of. 222 

“ explanation of tables of dimensions and safe loads for. 222, 223 

“ medium, tables of strength of. 220, 221 

“ soft “ “ ..218, 219 

wooden, notes on.'.7“. 403 

“ tables of strength of. 422, 423 

Compound shapes, properties of, notes on. 181 

Concrete, reinforced, for floor slabs, notes on. 91 

“ a u u formulae for and tables of. 92,93 

Connection angles for I-beams and channels, cuts of. 53 

“ “ “ “ u notes on. 52, 56 

“ “ “ “ “ spacing of rivet and 

bolt holes in. 60,61 

“ “ beams, location of. 54, 55 

“ “ notes on. 52 


Conversion tables, U. S. weights and measures to metric and vice versa 562-590 


Copper, weights of sheets and plates of. 436, 437 

Counter rods, loop-welded eyes, dimensions of. 384, 385 

“ with solid or upset eyes, dimensions of. 383 

Crane rail, cut of section of. 26 

“ weight, dimensions and properties of. 214 

Crippling of webs of I-beams and channels, notes and tables on... . 94-97 

Cube roots of fractions. 444 

Cubes and cube roots, tables of. 523-539 

of numbers and fractional intervals. 545-547 

Cubic or solid measure. 560 

Customary weights and dimensions converted to metric. 562-590 

Cut nails, tables of. 388 

Cuts of sections of angles, special, equal and unequal legs_ ...... 19 

a “ “ standard, equal legs. 17 

“ “ “ “ unequal legs. 18 

“ “ “ bulb. 20, 23 

“ “ beams, special 1. 4, 5, 7, 9 

“ “ “ standard 1.2-4, 6-8 

“ “ channels, special and ship. 12-16 

“ “ “ standard. 10-12 

“ “ connection angles, standard. 53 

“ “ crane rail. 26 

“ typical details for steel columns, column bases and plate 

girders. 243 

Decimal gauge, standard, table of. 434 

parts of a foot for each & of an inch, tables of. .. 446-449 

“ an inch “ “ “ “ . 450 

Decimals for non-binary fractions. 444, 445 

of a degree expressed as minutes and seconds. 557 

Deflection, coefficient of, for beams, explanation of tables of. 177 

“ “ shapes used as beams, tables of. 98, 99 

of beams, formulae for. 160-165 
































































CAMBRIA STEEL. 595 


. PAGE 

Degree, decimals of, expressed as minutes and seconds. 557 

Denver, extracts from building laws of. 328-349 

Design of reinforced concrete floor slabs. 91-93 

Details of plate girders and column bases, steel columns, splices and 

brackets. 243 

„ Detroit, extracts from building laws of. 328-349 

Diagram for minimum standard beams. 28 

“ “ channels. 29 

Dimensions and safe loads of steel columns, explanation of tables of 222, 223 

of angles, special, equal legs. 50 

“ unequal legs. 51 

“ standard, equal legs. 46 

unequal legs. 49, 50 

“ bolt heads and nuts. Manufacturer’s standard. 369-371 

“ bolts and nuts, Franklin Institute standard. 362 

“ bridge pins, nuts and pilot nuts. 382 

“ buckle plates. 40 

“ bulb angles. 45, 46 

“ cast iron separators, standard and special, and bolts 

for beams. 66,67 

“ chains, weights of, safe loads for. 381 

“ channels, special and ship. 43-45 

“ “ standard. 42, 43 

“ clevises. 380 

“ columns, explanation of tables for. 222, 223 

“ counter and lateral rods with loop welded eyes. 384, 385 

“ edged and sheared plates. 37-39 

“ eye bars. 377 

“ flats and thin flats or light bands. 33 

“ I-beams, special. 41 

“ “ standard.. 40, 41 

“ lateral pins and rods. 383 

“ lattice bars to be used with latticed channel columns. 272 

“ latticed channel columns, tables of. 230 

“ minimum stay plates with latticed channel columns.. 273 

“ plate and angle columns, tables of. 224, 225 

“ “ “ channel columns, tables of, series A and B . 232-235 

“ right and left nuts. 379 

“ rivet heads after driving. 380 

“ safety floor plate, rolled. 90 

“ standard pipe. 390-392 

“ “ T-rails and crane rail. 214 

“ steel billets. 34-36 

“ “ “ square cornered. 34, 35 

“ “ blooms and slabs. 34, 35 

“ “ guide and hand rounds. 33 

“ a ingots. 32 

“ “ sheeting, flat and corrugated. 85 

“ “ squares. 33 

“ T-bars. 47 

“ top guard angles. 45 

“ turnbuckles. 378 

“ upset screw ends for flat bars. 376 

“ “ “ “ “ round and square bars. 372-375 

Distance from neutral axis to extreme fibre of standard sections.... 166, 167 

Door spreader section, cut of. 26 

“ properties of. 194, 195 

Dhy measure. 560 

Edged plates, dimensions of. 37 

Explanations of tables of properties of angles. 178 

“ “ “ channels. 177 

“ “ “ I-beams. 176, 177 

“ “ safe loads for beam box girders and plate 

girders. 305 

“ “ u u u terra-cotta floor arches. 70 





























































596 CAMBRIA STEEL. 


PAGE 

Eye bars, dimensions of. 377 

Factors of safety for various wooden structures. 408 

Fastenings for steel sheeting. 85 

Feet equivalents in metres... 574 

Fibre stress, allowable, for direct flexure, in extreme fibre. 83 

Fireproof floors and materials, notes and tables for. 68-93 

Flat bars, upset screw ends for.•. 376 

rolled steel bars, areas of. 468-473 

“ “ “ tables of weights of. 475-486 

Flats, regular and thin, dimensions of. 33 

Flexure, lateral, reduction of allowable stress in beams due to. 83 

“ strength of beams to resist thrust of arches. 78-81 

of beams, formulae for..:. 160-175 

Floor arches, tables on end construction of. 69 

“ terra-cotta, flat and segmental. 70-73 

“ tests and breaking loads for hollow tile. 74 

plates, rolled safety. 90 

slabs, reinforced concrete, notes on, design of. 91-93 

Floors, notes and tables for fireproof, and material for. 68-93 

usual live loads for. 52, 328 

Foot, decimals of, fractions of an inch, tables of..->•. 446-449 

Forgings, car. 31 

Formulae for bending moments, shears,safe loads and deflections. . . 162-175 

“ moments of inertia for Cambria sections.166, 167 

“ the properties of various sections. 168-175 

general, for flexure of beams. 160, 161 

Foundations, notes on grillage beams for. 327 

Fractions of an inch in decimals of a foot. 446-449 

“ “ “an inch. 450 

non-binary, values of. 444, 445 

square and cube roots of. 444 

Franklin Institute Standard for bolts and nuts. 362-365 

Functions, natural trigonometrical...>. 516-522 

Furring, weights of porous terra-cotta for. 69 

Gas, steam and water pipe, sizes of wrought iron welded. 390-392 

Gauge, table of American or Brown & Sharpe wire. 435 

“ Screw Co. screw wire.. 435 

Birmingham or Stubs iron wire (B. W. G.) . 435 

new Birmingham sheet and hoop (B. G.) . 435 

British Imperial standard wire. 435 

standard decimal. 435 

Trenton Iron Co. wire. 435 

U. S. standard for iron and steel sheets and plates. . 435 

Washburn & Moen Co. and Roebling’s Sons Co. wire. 435 

Gauges, wire, combined table of. 438-443 

Girders, beam box and plate, explanations of tables of safe loads for. . 305 

tables of safe loads for. 306-316 

notes on beams used as. 52 

plate, stiffener angles and rivet spacing for, notes on. 305 

“ tables of safe loads for. 317-326 

Gravity, specific, for various kinds of timber. 408 

“ of various substances, tables of. 424-433 

Grillage beams for foundations, notes on. 327 

Grip of rivets and bolts through flanges of beams and channels. 60, 61 

“ “ lengths required for. 354 

Guide rounds, dimensions of. .33 

Gunter’s chain measure. 559 

Gyration, radii of, see Radii of gyration. 

Hand rounds, dimensions of. 33 

Hartford, extracts from building laws of. 328-349 

Hatch section, Z-Bar, cut of. 23 

“ properties of.!! ’. 190, 191 






























































CAMBRIA STEEL. 


597 


PAGE 


Heads, bolt, weights and dimensions of, Manufacturers’ standard. .. 369 

or circular plates, limiting sizes of. 38, 39 

rivet, dimensions of, after driving. 380 

square and hexagon, weights of, Franklin Institute standard. . 364, 365 

Hollow brick, weights of, for arches and partitions. 69 

round and rectangular cast iron columns, strength of. 304 

Hoop or band steel, tables of weights of. 474 

Inch, decimals of, for each ^j, tables of. 450 

“ a foot for fractions of an. 446-449 

Inch, equivalents in millimetres. 568 

Inertia, moments of, explanations of tables of, for rectangles. 178 

“ formulae for various sections. 169-175 

“ for standard sections. 166, 167 

“ tables of, for rectangles.210-213 

Ingots, grades, sizes and weights of steel. 32 

Jersey City, extracts from building laws of. 328-349 

Kilogram equivalents in avoirdupois pounds. 586 

Land or square measure. 559 

Lateral flexure, reduction of allowable fibre stress due to. 83 

pins and rods, dimensions of. 383 

rods, loop welded eyes, dimensions of. 384, 385 

strength of I-beams. 78-83 

“ “ without lateral support, notes on. 82 

Lattice bars to be used with latticed channel columns, rivet spacing for 272 

U u u w « « ixroinrVifc o n rl 


mensions of. 

Latticed channel columns, spacing of rivets for lacing bars. 

“ “ rivets for, diameter of. 

“ “ tables of dimensions of. 

“ “ “ moments of inertia and section 

moduli of. 

“ “ “ safe loads for. 

Laws, building, of various cities, extracts from..,. 

Linear measure... 

Liquid “ . 

Live loads for floors. 

Loads and unit stresses, allowable, from buildine laws of various cities 
safe (see Safe Loads). 

Logarithms of numbers. 

Loop welded eyes for counter and lateral rods, dimensions of. 

Los Angeles, extracts from building laws of. 

Louisville, extracts from building laws of. 

Machine bolts, Franklin Institute standard. 

“ Manufacturers’ standard. 

Manufacturers’ standard chains. 

“ machine bolts and bolt heads. 

“ square and hexagon nuts. 

“ specifications. 

“ structural and boiler steel. 

Masonry, allowable pressure on. 

Maximum loads for I-beams and channels due to web crippling. ... 

shear at points of support for beams of uniform section. . . 

Measures, Metric System, lengfh, capacity and weight. 

“ “ square or surface and cubic. 

U. S. and British, linear, rope, chain, nautical and land.. 
“ “ cubic or solid, dry and liquid. 

Measures and weights. 

“ “ U. S., tables for converting. 

Mensuration tables.. 

Metre equivalents in feet. 

Metric System, measures of length, capacity, weight, area and volume 

weights and measures converted to U. S. 

Millimetre equivalents in inches. 

Milwaukee, extracts from building laws of. 


272 

272 

273 

230 

231 
268-271 
328-349 

559 

560 
52, 328 

328-349 

510, 511 
384, 385 
328-349 
328-349 
364, 365 
366, 367 
381 
366-369 
370, 371 
393-402 
393-402 
65 
94-97 
162-165 

561 
561 

559 

560 
558-561 
562-590 
550-556 

578 

561 
562-590 

570 

328-349 
























































598 


CAMBRIA STEEL. 


Minimum spans for beams and channels due to web crippling. 

“ “ with standard angle connections. 

“ channels with standard angle connections. 

Minneapolis, extracts from building laws of. 

Minutes and seconds expressed as decimals of a degree.. 

Moduli, Section, for beams, explanation of. 

“ “ latticed channel columns. 

“ “ plate and angle columns.. 

“ “ “ “ channel columns. 

“ “ various sections, formulae for. 

Moisture classification of wooden structures. 

Moments, bending, for beams of uniform section. 

of inertia, formula for standard sections. 

“ “ various sections. 

“ of latticed channel columns, tables of. 

“ plate and angle columns, tables of. 

“ “ plate and channel columns, tables of. 

“ “ rectangles, explanation of tables of. 

“ “ “ tables of.. 

Nails, standard cut wire and miscellaneous, tables of. 

Natural sines, cosecants, tangents, etc. 

Nautical measure.V.. 

Newark, extracts from building laws of. 

New Haven “ “ “ “ “. 

New Orleans," “ “ “ “. 

New York, “ “ “ “ “. 

Nuts and bolts... 

dimensions of pin and pilot. 

“ “ right and left. v . 

square and hexagon, Franklin Institute standard. 

“ “ Manufacturers’ standard. 

Partitions, weights and dimensions of porous terra-cotta and hollow 

brick for. 

Philadelphia, extracts from building laws of. 

Pi, 7r, numerical combinations of. ... 

Piles, wooden, safe loads and sizes for. 

Pilot nuts, bridge pins and pin nuts, dimensions of. ... 

Pin plates, table of bearing values of. 

Pins and rivets, explanation of tables of. 

dimensions of bridge. 

“ “ lateral. 

table of maximum bending moments on. 

Pipe, weights, dimensions and properties of standard. 

Pittsburgh, extracts from building laws of. 

Plate and angle columns, safe loads for, notes on. 

“ “ “ tables of dimensions of. 

“ moments of inertia and section 

moduli of.. 

“ “ “ “ “ safe loads for. 

“ channel “ “ “ dimensions of. 

“ moments of inertia and section 

moduli of. 

“ “ “ “ safe loads for, series A. 

“ U U U U U U U U jg 


girders, explanations of tables of safe loads for. 

“ safe loads for, tables of. 

stiffener angles and rivet spacing for, notes on 
Plates and sheets of steel, iron, copper and brass, weights of 

bearing, for I-beams and channels, table of. 

“ shapes used as beams, notes on. 

buckle, dimensions of.... 

circular, limiting sizes of. 

“ weights of. 

edged, dimensions of. 

pin, table of bearing values of. 


PAGE 

94-97 
58, 59 
56, 57 
328-349 
557 
176 
231 

226-228 
236-242 
169-175 
407, 408 
162-165 
166, 167 
169-175 
231 

226-228 
236-242 
178 
210-213 
386-389 
516-522 
559 
328-349 
328-349 
328-349 
328-349 
362-367 
382 
379 
362-365 
370, 371 

69 

328-349 
548, 549 
339 
382 
359 
350 

382 

383 
360, 361 
390-392 
328-349 

222 
224, 225 

226-228 

248-267 

232-235 

236-242 
274-287 
288-301 
305 
317-326 
305 
436, 437 
65 
63 
90 
36, 37 
464-467 
37 
359 



































































CAMBRIA STEEL. 


599 


Plates, riveted, tables of areas to be deducted to obtain net areas of. 356, 357 

tables of bearing values of. 352, 353 

rolled steel safety floor. 90 

sheared, tables of dimensions of. 37-39 

standard bearing, for I-beams and channels. 64 

stay, minimum sizes of, used with latticed channel columns.. 273 

Portland, extracts from building laws of. 328-349 

Pounds and tons used in the U. S., comparison of. 590 

avoirdupois, equivalents in kilograms.’ 582 

Pressed steel car parts. 30 

Properties, examples of use of tables of, for standard sections. 179-180 

explanation of tables of, for I-beams.176, 177 

“ “ “ channels. 177 

“ “ “ angles. 178 

of compound shapes, notes on. 181 

“ various sections, formulae for. 168-175 

“ tables for, angles, special, equal legs. 202, 203 

“ “ “ “ “ unequal legs. 208, 209 

“ standard, equal legs. 198-201 

“ “ “ unequal legs. 204-207 

“ channels, special and ship.188, 191 

* “ “ “ “ standard. 186, 187 

“ “ bulb. 192, 195 

“ I-beams, special.184, 185 

“ “ “ “ standard.. 182-185 

“ pipe, standard. 390,391 

“ T-rails, standard, and crane rail. 214 

Proportions of sections of standard I-beams and channels. 27 

Providence, extracts from building laws of. 328-349 

Radii of gyration for two angles, back to back, equal legs. 215 

* “ “ “ “ “ “ unequal legs.216, 217 

“ “ “ “ “ “ “ example of use of 

tables of. 222 

“ “ of various sections, formulae for. 169-175 

Rail for cranes, cut of section of. 26 

“ properties, weights and dimensions of. 214 

Rails, T, properties, weights and dimensions of. 214 

Reciprocals, tables of.„. 523-539 

Rectangles, tables of moments of inertia of. 210-213 

Rectangular hollow cast iron columns, strength of. 304 

Reinforced concrete floor slabs. 92, 93 

“ allowable unit stresses for.. 93, 348 

Right and left nuts, dimensions of. 379 

Rivet and bolt grips in flanges of I-beams and channels. 60, 61 

Riveted plates, area to be deducted to obtain net area of. 356, 357 

Riveting, conventional signs for. 351 

Rivets, areas to be deducted to obtain net area of riveted plates. . . . 356, 357 

dimensions of heads after driving. 320 

for latticed channel columns, lattice bars and stay plates.... 272, 273 

length of, required for different grips. _ 354 

spacing of, general rules for. 305, 358 

“ “ in latticed channel columns. 272 

“ “ “ plate girders, notes on. 305 

tables of maximum sizes of, in angles. 62, 356 

“ “ “ u u u i_beams and channels. 62,356 

“ “ shearing and bearing values of. 352, 353 

“ “ spacing of.•. 357 

weight of round headed. 368 

“ “ 100, including 100 heads. 355 

Rochester, extracts from building laws of. 328-349 

Rods, counter and lateral, with loop welded eyes, dimensions of. 384, 385 

“ “ “ “ solid or upset eyes, dimensions of. . . 383 

Roofing, flat and corrugated steel sheets for. 85 

materials, weights of. 84 

weights of porous terra-cotta for. 69 































































600 CAMBRIA STEEL. 


PAGE 

Roof Trusses, coefficients and formulae for. 86-89 

Roots, square and cube, of fractions. 444 

“ u u u num 5 ers . 523-539 

Rope and cable measure. _ 559 

Round bars, circumferences, weights and areas of. 451-457 

“ upset screw ends for. 372, 373 

hollow cast iron columns, strength of. 304 

Rounds, dimensions of hand and guide.. 33 

Rules for proportions of bolts and nuts, Franklin Institute standard. 363 

“ rivet spacing for bridge and structural work. 358 

Safe Loads, explanation of tables of, flat and segmental floor arches. 70 

“ u a u t or box and plate girders. 305 

“ “ “ “ “ steel columns. 222,223 

“ “ “ “ “ wooden beams. 403—406 

for angles used as beams, notes on. 100 

“ I-beams and channels, notes on. 100-105 

“ beams, reduction in, due to lateral flexure. 83 

“ various classes of wooden structures. 407 

maximum, for I-beams and channels, due to crippling of 

web. 94-97 

superimposed for beams of uniform section. 162-165 

tables of, for angles used as beams.T". 138-159 

“ “ “ beam box girders. 306-316 

“ “ “ chains. 381 

“ “ “ channels. 118-123 

“ “ “ channel and plate columns, Series A. 274-287 

“ “ “ “ u “ “ “ B. 288-301 

“ “ “ hollow round cast iron columns. 302,303 

“ “ I-beams. 106-117 

“ “ “ “ used as columns. 244-247 

“ “ “ latticed channel columns. 268-273 

“ “ “ plate girders. 317-326 

“ “ “ terra-cotta floor arches. 71-73 

“ “ “ wooden beams. 416-421 

Safe unit stresses for timber. 409-415 

Safety factors for obtaining safe loads for wooden structures. 408 

“ used in the safe loads for steel columns. 223 

San Francisco, extracts from building laws of. „. 328-349 

Screw ends, dimensions of upset, for flat bars. .'. 376 

“ “ “ “ “ round and square bars. 372-375 

threads, Franklin Institute standard. 362, 363 

Screws, wood, diameters of.. 389 

Seattle, extracts from building laws of.. 328-349 

Seconds and minutes expressed as decimals of a degree. 557 

Section moduli for beams, explanation of. 176 

“ “ latticed channel columns. 231 

“ plate and angle columns. 226-228 

“ “ channel columns. 236-242 

“ various sections, formulae for. 169-175 

Segments, circular, relations in. 552, 553 

Separators for I-beams, cast iron standard and special. 66 , 67 

Shear, maximum, at points of support for beams of uniform section. 162-165 

Sheared plates, dimensions of. 37-39 

Shearing values of rivets, tables of. 352, 353 

Sheet and tin bars. 36 

metal and wire gauges. 434-443 

Sheets and plates of steel, wrought iron, copper and brass, weights of. 436, 437 

thin sheared. 37 

Sheeting, flat and corrugated. 85 

Ship channels, cuts of sections of. 13, 16 

properties of. 188-191 

weights and dimensions of. 43 , 44 

Side stakes for cars, cut of section of. 23 

“ “ properties of. 194, 195 

“ “ weights and dimensions of. 46 


































































CAMBRIA STEEL. 


601 


Siding, flat and corrugated steel sheets for. 85 

Signs, conventional, for riveting. 351 

Slabs, reinforced concrete. 91-93 

steel, dimensions of. 34, 35 

“ Sleeve nuts, see Right and left nuts. 

Soils, safe bearing capacity of various. 338 

Solid or cubic measure. 560 

Solids, surfaces and volumes of.. 554-556 


Spacing for I-beams and examples of the use of tables of. 102-105 

“ “ tables of. 124-133 

of channels for equal moments of inertia, notes on. 222, 223 

“ “ “ “ “ “ tables of. 229 

“ rivet and bolt holes in angles. 62 

Spacing of rivet and bolt holes in I-beams, channels and connection 

angles. 60, 61 

“ rivets, rules for bridge and structural work. 358 

“ “ tables of. 357 

“ tie rods for tile arches, notes on and tables of. 76, 77 

Spans, limiting, for I-beams and channels, notes and tables. 94-97 

Specific gravity tables for various kinds of timber. 408 

“ “ “ substances. 424-433 


Specification, Manufacturers’ standard, structural and boiler steel.. 393-402 


Spikes, cut steel, railroad, square boat, wrought and standard. 

Splices for riveted columns, typical details of. 

Square bars, dimensions of.. .. . 

“ tables of weights and areas of. 

“ upset ends for. 

or land measure. 

Square roots of fractions. 

“ “ numbers. 

Squares of numbers and fractional intervals. 

tables of. 

Stakes, car side, cut of section of. 

“ “ properties of. 

“ “ weights and dimensions of. 

Standard decimal gauge, table of.. 

sections, formulae for moments of inertia of. 

separators.. .•. 

Stay plates to be used with latticed channel columns. 

Steam, gas and water pipe, sizes of. 

Steel bars, tables of areas of flat rolled. 

“ “ “ weights of flat rolled. 

billets. 

blooms.. 

hoop or band, table of weights of. 

ingots.'.. 

Manufacturers’ standard specifications of. 

rounds, hand and guide. 

slabs.. 

squares, dimensions of. 

weights of sheets and plates of. 

Stiffener angles for plate girders, notes on. 

St. Louis, extracts from building laws of... 

St. Paul, “ “ “ " “••••. . 

Strength, coefficients of, for beams, explanation of tables of. 

of solid wooden columns, tables of. 

“ steel columns, examples of. 

“ “ “ medium steel. 

“ “ “ soft steel. 

ultimate, of hollow round and rectangular cast iron columns 

Stress, reduction of, for beams due to lateral flexure. 

safe unit, for timber...... 

Strips, flat rolled, tables of weights of. 

Structural steel, Manufacturers’ standard specifications. 

Surfaces and volumes of solids. 


386-389 

243 

451—463 
374, 375 
559 
444 
523-539 
540-544 
523-539 
23 

194, 195 
46 
434 
166, 167 
66 
273 
390-392 
468-473 
475-486 
34-36 
34, 35 
474 

32 

393-402 

33 
34, 35 

434, 437 
305 
328-349 
328-349 
176 
422, 423 
222 

220, 221 
218, 219 
304 
83 

409-415 

474 

393 

554-556 


































































602 CAMBRIA STEEL. 


PAGE 

Syracuse, extracts from building laws of. 328-349 

Tangent distances between fillets of I-beams and channels. 60, 61 

T-Bars, cuts of sections of. 24, 25 

properties of. 196, 197 

weights and dimensions of.. 47 

Terra-cotta floor arches, notes on, tables for. 70-73 

porous, notes and tables for. 69 

Thrust of arches, notes on.75, 78-81 

Tie rods for arches, notes on. 75 

“ tile arches, notes and tables for spacing of. 76, 77 

Tile arches, breaking loads and tests for hollow floor. 74 

“ notes and tables for spacing of tie rods for. 76, 77 

hollow, weights of, for floor arches. 69 

Timber, safe unit stresses for. 409-415 

table of breaking and working unit stresses for. 409-415 

“ “ safe loads for beams. 416-421 

Timber, table of specific gravities and weights per foot. 408 

“ “ strength of solid wooden columns. 422, 423 

Tin bars.•. 36 

Tons and pounds used in the U. S., comparison of. 590 

Top-guard angles, cuts of sections of. 20 

“ properties of.7?. 192, 193 

“ weights and dimensions of. 45 

T-Rails, properties, weights and dimensions of standard. 214 

Trigonometrical formulae. 512-515 

functions, natural.516-522 

Troy weight. 558 

Trusses, roof, coefficients and formulae for. 86-89 

Turnbuckles, dimensions of. 378 

Ultimate breaking unit stresses, in lbs. per sq. in., for wood. 409-415 

strength of hollow, round and rectangular cast iron columns 304 

“ “ steel columns. 218-221 

Unit stresses and loads from the building laws of various cities. 328-349 

Upset eyes for counter and lateral rods. 383 

screw ends, dimensions of, for flat bars. 376 

“ “ “ “ “ round and square bars. 372-375 

Volumes and surfaces of solids. 554-556 

Washington, extracts from building laws of. 328-349 

Water, steam and gas pipe, sizes of. 390-392 

Web crippling in I-beams and channels. 94-97 

Weights and measures. 558-561 

“ tables for converting. 562-590 

avoirdupois, troy and apothecaries’. 558 

of angles, special, equal legs. 50 

“ unequal legs. 51 

“ standard, equal legs. 48 

“ “ unequal legs. 49, 50 

“ bulb angles. 45, 46 

“ cast iron separators and bolts for I-beams. 66, 67 

“ “ “ “ standard and special. 66, 67 

“ chains. 381 

“ channels, special and ship. 43, 45 

“ standard. 42, 43 

“ flat arches of hollow brick. 69 

“ rolled steel bars, tables of. 475-486 

“ strips, hoop or band steel. 474 

“ hollow brick and porous terra-cotta partitions. 69 

round cast iron columns. 302, 303 

“ tile floor arches and fireproof materials. 69 

“ I-beams, special. 41 

“ standard. 40, 41 

“ ingots, steel. 32 

“ lattice bars to be used with latticed channel columns.. . . 272, 273 

u i • < « . • « . « « « 


“ machine bolts, bolt heads and nuts, Mfrs.’ standard. . . . 366, 367 

369, 371 

































































CAMBRIA STEEL. 603 


PAGE 

Weights of machine bolts, with square heads and hexagon nuts, 

Franklin Institute standard.. 364, 365 

“ minimum stay plates to be used with latticed channel 

columns. 273 

“ porous terra-cotta, furring, roofing and ceiling. 69 

“ roofing materials. 84 

“ round headed rivets and bolts without nuts. 368 

“ rivets and rivet heads. 355 

“ sheets and plates of iron, steel, copper and brass. 436, 437 

“ square and round bars .. 451-463 

“ standard pipe. 390-392 

“ standard T-rails and crane rail. 214 

“ various substances per cubic foot, tables of. 424-433 

per foot board measure and cubic foot for various kinds of 

timber. 408 

Wire and sheet metal gauges. 434-443 

Wire gauges, in combined table. 438-443 

nails and spikes, standard and miscellaneous sizes. 386-389 

Wooden beams, bearing at points of support, notes on. 406 

“ explanations of tables of safe loads for. 403-406 

“ tables of safe loads for. 416-421 

columns, notes on. 403, 422 

“ tables of strength of solid. 422, 423 

structures, moisture classification. 407, 408 

“ proportions of safe loads for. .. 407 

“ safety factors for. 408 

Wood screws, diameters of. 389 

Worcester, extracts from building laws of. 328-349 

Wrought iron welded steam, gas and water pipe. 392 

“ weights of sheets and plates of. 436, 437 

spikes, weights and sizes of.:. 389 

Z-bar, hatch section, cut of. 23 

“ “ properties of. 190,191 








































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